SW8080945_HISTORICAL FILE_20150928

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS -
PERMIT NO.
SW8 0000S
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
C7 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2.o i r-) o 1 -2 ,
YYYYMM DD

North Carolina Department of Environmental Quality
Pat McCrory
Governor
September 28, 2015
Mr. Neal Paul, Deputy Public Works Officer
MCB Camp Lejeune
Buildingg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: USIVIC Stormwater Permit Extensions (75 Permits — See Attachment A)
Onslow County
Dear Mr. Paul:
Donald R. van der Vaart
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development approval issued by
the Division of Energy, Mineral and Land Resources under Article 21 of Chapter 143 of the General Statutes, which is
current and valid at any point between January 1, 2008, and December 31, 2010. The law extends the effective period of
any stormwater permit that was set to expire during this time frame up to three (3) years from its current expiration date.
On August 2, 2010, the Governor signed Session Law 2010-177, which granted an extra year for an extension of up to
four (4) years.
As a result, 120 USMC Camp Lejeune permits are impacted. Of the 120 permits, 45 permits have previously been
issued extensions and 75 permits have been extended effective today. This is summarized in Attachment A.
If you have any questions, need additional copies of the permit or approved plans, please contact Kelly Johnson with
DEMLR in the Wilmington Regional Office at [phone].
Sincerel ,
• -7 Tracy Davis, P,E., Director
Division of Energy, Mineral and Land Resources
GDSlkpj: 111Stormwater\Permits & Pra'ectsl Each permit file
cc: Michael Taylor, Taylor via emai only, [e-mail])
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
(910) 796-72151 Fax: [phone] • Internet: http://portal.ncdenr.org/web/I
An Equal Opportunity 1 Afrmalivo Action Employer— Made in part by wvcled paper

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GET
r--
July 26, 2011
CmkaJwir�t! • !i,rvinuurknlal • T'rsiiv{Y
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Blvd.
Norfolk, VA 23517
aAttn: Mr. Allan Bamforth, P.E.
RE: P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina-
G E T Project No: JX10-116G
Addendum 1
aDear
Mr. Bamforth:
The purpose of this report is to provide an addendum to our original Report of Subsurface
Investigation and Geotechnical Engineering Services (G E T Solutions, Inc. Report No.
JX10-116G) as it relates to responding to the NAVFAC comments forwarded to us dated
June 29, 2011 (copy enclosed). Our response is formatted in the same order as the
NAVFAC comments and is provided as follows:
NAVFAC Comment No. 1 "The Report and all recommendations should be noted
'
as preliminary"
GET Solutions, Inc. Response "The Report and recommendations are hereby
'
considered preliminary"-
NAVFAC Comment No. 2 "it is recommended that the Report indicate that stripping
in wooded areas is anticipated to be on the order of 18
'
to 24 inches in depth to remove concentrations of
organic materials and root mat."
GET Solutions, Inc. Response Section 4.1 Clearing and Grading is modified to include
the following:
"In
the wooded areas the clearing cut is expected to
extend deeper in isolated areas (on order of 18 to 24
inches in depth) to remove concentrations of organic
'
materials and root mat."
4I5-A western
OCT a 7 2011
.��q-.
ul4vard - hicksonvillc, NC 28546 - Phone: [phone]' - Fax: [phone]
info@ gctsoIII lioil sill c.cortr
I

P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Addendum 1
July 26, 2011
NAVFAC Comment No. 3 "It is recommended that the Report indicate that stripping
for the entire site should be done with excavators
instead of dozers or rubber -tired equipment such as
scrapers to lessen subgrade disturbance."
GET Solutions, Inc. Response Section 4.1 Clearing and Grading is modified to include
the following:
"The proposed construction areas should be cleared by
means of removing the topsoil, asphalt and gravel
(where required), trees, root mat and any other
unsuitable material using excavators to minimize
subgrade disturbance."
NAVFAC Comment No. 4 "It is recommended that a 2 to 3-foot thick layer of No. 3
crushed stone or crushed concrete be placed at the
base of the drainage swales following the site
strip ping/demucking operations to provide a stable base
for placement and compaction of the subsequent lifts of
fill material. The layer of crushed stone should be
completely wrapped in a nonwoven fabric".
GET Solutions, Inc. Response Section 4.1 Clearing and Grading is modified to include
the following:
"Following the site stripping and "de -mucking" at the
base of the drainage swales, the resulting exposed
subgrade should be further evaluated to determine the
need for additional stabilization and drainage measures
prior to fill placement. These additional measures may
include constructing a "french drain" by placing a 2 to 3
foot thick layer of either No. 3 (ballast stone) or No. 57
stone wrapped in nonwoven geotextile fabric (such as
Mirifi 300N or equivalent). This "french drain" will help
remove any surface water which may be encountered
and subsequently help stabilize any soft/loose subgrade
conditions. The "french drain" should have positive fall
and extend beyond the proposed construction area."
E
SoluOons�lric.
0

1
P705 Aircraft Maintenance Hangar and Apron July 26, 2011
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Addendum 1
'
NAVFAC Comment No. 5
"Side slopes of the existing ditches should be benched to
facilitate proper fill placement and compaction."
GET Solutions, Inc. Response
Section 4.3 Structural Fill and Placement is hereby
modified to include comment No. 5 above. .
"It
NAVFAC Comment No. 6
should be noted that the moisture content of the
excavated on -site soils may likely be above the
moisture content range typically specified for
compaction and that drying of soils may be required
prior to placement and compaction."
GET Solutions, Inc. Response
Section 4.4 Suitability of On -site Soils is hereby modified
to include the following:
�j
"Further
�1
classification testing (natural moisture content,
gradation analysis, and Proctor testing) should be,
performed in the field during construction to evaluate
the suitability of excavated soils for reuse as fill within
building and pavement areas. In addition, these soils
may have moisture content above their respective
optimum moisture. Accordingly, some moisture
manipulation (air drying, stockpiling etc.) may be
required in order to obtain a moisture content suitable
for placement, grading, and/or
compaction procedures."
NAVFAC Comment No. 7 "Has the requirement for a drainage layer and/or
subsurface drainage been evaluated in the pavement
designs/recommendations?"
IGET Solutions, Inc. Response
The requirement for a drainage layer was not evaluated
in the pavement design recommendations since the
subgrade beneath the proposed pavement areas
consisted generally of Sand with an average soaked
. CBR value of 21.5. However, due to the concerns
regarding a drainage layer specifically associated with
pavement subgrade in areas where Clay and Silt were
encountered, Section 4.8 Pavement Design is hereby
modified to include the following:
RECEIVED
OCT o v zon GET
BY:

P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
GET Project No: JX10-116G
Addendum 1
Table III - Minimum Pavement Sections
July 26, 2011
Hot Mix Asphalt
Section
concrete"'
Aggregate
Base
Subgrade(3)
Surface
(SM-
Intermediate
Base
(1-19B)
(BM-25.0)
9.5BA)
Stable with
a minimum
Flexible
of 12-inches
2"
2"
2 5"
12"
Pavements
of CBR 20
Sand
material
Stable with
a minimum
Rigid
of 12-inches
10"
12„
Pavements
of CBR 20
Sand
material
(') Concrete pavements should obtain a minimum 750 psi flexural strength at 28 days and have joints
spaced 15 to 20 feet on center each way with 1 inch diameter dowels that are 16 inches in length
and spaced 12 inches on center.
(2) Aggregate Base Course (ABC) should be in conformance with "UFGS-02772 for Graded Crushed
Aggregate Base Course Materials", compacted to a dry density of at least 100% of the Modified
Proctor maximum dry density (ASTM D 1557).
(3) Compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D
1557). Note: due to the reported frost depth penetration of 9 inches and associated pavement
section thicknesses necessary to support the applied loads under non frost susceptible conditions,
the pavement design analysis did not include a reduction in subgrade strength.
NAVFAC Comment No. 8 "It is recommended that a disclaimer be provided
regarding infiltration test data. The disclaimer should
address that the infiltration test results are only
representative of soils encountered at the test depth
and location and that the results would need to be
factored for use in design. In addition, the disclaimer
should state that the soil conditions exist on the site in
the vadose zone where soils of low hydraulic
conductivity (i.e. SC CL) underlie layers of higher
hydraulic conductivity. At such locations, infiltration will
be impacted and would need to be addressed in the
design of infiltration systems in these areas."
GET
. �

P705 Aircraft Maintenance Hangar and Apron
' P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Addendum 1
I
I
I
I
N
I �]
I
1
July 26, 2011
GET Solutions, Inc. Response Section 4.9 Infiltration Testing is hereby modified
to include the following:
"The infiltration test results represent infiltration rates for
the soils at the boring BMP-1 through BMP-12 locations
and depths tested. Moderately low infiltration rates
encountered at the test locations BMP-1, BMP-2, BMP-
4 and BMP-9 are likely the result of a restrictive clay
horizon located near the existing surface elevation or
below sand layers of higher infiltration rates. These
conditions should be taken into consideration in the
design of the stormwater management areas."
We appreciate the opportunity to offer our services to you, and trust that you will call this
office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
e4 /"/,/ /�;Z �-
Glenn W. Hohmeier, P.E.
Senior Project Engineer
NC Lic. #33529
, 1, I6IUHurrygyr
%�4Qa��ssio���y
z
FIE No.
a r
033529
•���rirnNuuHrr���ti
RECEIVED
OCT 0 7 2011
BY:
RON
soiiatlonsInc.

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GET
Gevtechnical - Environmental . 7'e5!nrg
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
P705 Aircraft Maintenance Hangar and Apron;
P710 Ordnance Loading Area Addition
MCAS New River Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-116G
June 8, 2011
Prepared for
C. ,Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
ATTN: Allan Bamforth, P.E.
RECEIVED
OCT 0 7 2011
fiY:
415-A Western Boulevard, Jacksonville, NC 28545 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GEC' 1
s 1i,
-- June 8, 2011 '
4"cnfr'ii:nrCrt: • �rrbim.M+rrrrrtal •'li5firts
1
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Boulevard '
Norfolk, Virginia 23517
Attn: Mr. Allan Bamforth, P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron ,
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Dear Mr. Bamforth:
In compliance with your instructions, we have completed our Subsurface Investigation and
Geotechnical Engineering Services for the referenced project. The results of this study,
together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
Thank you for the opportunity to work with you on this project. We trust that the information
contained herein meets your immediate need, and should you have any questions or if we
could be of further assistance, please do not hesitate to contact us.
Respectfully Submitted,
03,�y9 ,s
G E T Solutions, Inc.
FIE No,r
� aa352s2s
Glenn W. Hohmeier, P.E.
Senior Project Engineer
�'hgyllll}NIN
NC Reg. # 033529
' ,,Ilrlrrrr
.�, CARD''-,
Camille A. Kaftan, P.E.
Principal Engineer
SEAL "
- ar 4103 "
NC Reg. # 014103
�;`, •F c ' �.,
Copies: (1) Client
C q
., . it II 11141
415A Western Boulevard • .Jacksonville, NC 28546 . Phone: [phone] e Fax: [phone]
[e-mail] I

TABLE OF CONTENTS
EXECUTIVESUMMARY.............................................................................................i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
D 1.3 Project Construction Description............................................................1
1.4 Purpose and Scope of Services............................................................. 2
a 2.0
FIELD AND LABORATORY PROCEDURES..................................................3
2.1 Field Exploration....................................................................................3
2.2 Laboratory Testing..................................................................................4
3.0 SUBSURFACE CONDITIONS.........................................................................4
3.1 Site Geology..........................................................................................4
3.2 Subsurface Soil Conditions....................................................................5
l 3.3 Groundwater Information.......................................................................5
II4.0 EVALUATION AND RECOMMENDATIONS...................................................6
' 4.1 Clearing and Grading............................................................................ 6
4.2 Subgrade Preparation. .8 -
4.3 Structural Fill and Placement.................................................................8
' 4.4 Suitability of On -Site Soils......................................................................9
4.5 Pile Foundation Recommendations....................................................... 9
4.5.1 Axial Compression Capacity Recommendations ......................... 9
' 4.5.2 Pile Group Settlement................................................................ 10
4.5.3 Test Piles................................................................................... 11
4.5.4 Dynamic Testing........................................................................ 12
1 4.5.5 Establishing Pile Driving Criteria ................................................ 13
4.5.6 Allowable Driving Stresses . . 13
4.5.7 Hammer Types and Energies .................................................... 13
4.5.8 Driven Pile Installation Monitoring .............................................. 14
4.5.9 Adjacent Structures.................................................................... 15
4.6 Settlement Discussion.........................................................................15
' 4.7 Floor Slab Design................................................................................16
4.8 Pavement Design .17
4.9 Infiltration Testing................................................................................18
4.10 On -Site Shrink/Swell Properties...........................................................20
' 4.11 Design Soil Parameters.......................................................................20
4.12 Seismic Evaluation...............................................................................20
Table of contents Page i of 2
' RECEIVED
OCT4 7 2011 ���
. ,.
1 -
BY:

TABLE OF CONTENTS cost.
5.0 CONSTRUCTION CONSIDERATIONS......................................................... 21
5.1 Drainage and Groundwater Concerns ................................................. 21
5.2 Site Utility Installation...........................................................................21
5.3 Excavations.........................................................................................21
6.0 REPORT LIMITATIONS.................................................................................22
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
SUMMARY OF SOIL CLASSIFICATION
APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS
APPENDIX IV
BORING LOGS
APPENDIX V
GENERALIZED SOIL PROFILE (Borings B-1 through B-16)
APPENDIX VI
GENERALIZED SOIL PROFILE (Borings P-1 through P-60 and
BMP-1 through BMP-12)
APPENDIX VII
CBR TEST RESULTS
APPENDIX VIII
DCP TEST DATA
APPENDIX IX
HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX X
PCASE PAVEMENT DESIGN ANALYSIS
Table of Contents Page 2 of 2
GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
EXECUTIVE SUMMARY
The project will consist of design building an aircraft maintenance hangar and apron
totaling approximately 894,000 square feet, a multi story parking garage total footprint
approximately 70,000 square feet, and design bid building a combat ACFT loading area
(CALA), arming and disarming pad and taxiways totaling approximately 368,000 square
feet. The CALA, arming and disarming pads and apron will be of concrete pavement
design with portions of the taxiways being of both concrete and asphalt pavement. The
hangar building will be of structural steel design with header trusses supporting the
hangar bay roof. The parking garage will be a four story structure constructed of precast
concrete members with access ramps. It is expected that each of these buildings will be
a supported on deep foundations (piles). Additionally, stormwater management facilities
will be constructed at this site along with other infrastructure components.
a
1
F
I
Our field exploration program included sixteen (16) 60 to 85-foot deep Standard
Penetration Test (SPT).borings, seventy two (72) 15-foot deep SPT borings, along with
infiltration and CBR testing. A brief description of the natural subsurface soil conditions
is tabulated below:
AVERAGE DEPTH
STRATUM
DESCRIPTION
RANGES OF
SPT"' N-
(Feet)
VALUES
0
to
Surficial
1 to 23 inches of topsoil material was
_
0.08 —1.92
encountered at the boring locations.
-
"Fill" material comprised of SAND (SM) and SILT
0.08 —1.92
(ML) with varying amounts of Silt, Clay, Gravel
to
Fill
and wood fragments approximately 2 feet below
6 - 13
2
the existing site grade at boring locations B-3,
B-4, B-6, P-1, P-7, P-8, P-20, BMP-8 and BMP-9
SAND (SP, SM, SC and SP-SM) with varying
amounts of Silt and Clay.
Deposits of very soft to very stiff CLAY (CL) and
SILT (ML) were encountered within this stratum at
0.08 - 2
depths ranging from 0 to 23 feet below the
to
I
existing site grade at boring locations B-1, B-3
2 - 100
Termination
through B-6, B-10 through B-12, B-15, B-16,
BMP-1, BMP-2, BMP-4, P-1 through P-3, P-10,
P-11, P-13 through P-15, P-19, P-21, P-23
through P-25, P-27 through P-29, P-41, P-44, P-
52, P-53, P-56 and P-60.
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
The groundwater level was recorded at the boring locations and as observed through
the wetness of the recovered soil samples during the drilling operations. The initial
groundwater table was measured to occur at depths ranging from 6 to 14.5 feet below
the existing site grades at the boring locations. The variation in groundwater depths are
anticipated to have been contributed by the variations in existing site grade elevations
and the associated distance between boring location • ECEIVED
GET
OCT 0 7 2011 km,..
9 y:

Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp Le,leune, North Carolina
G E T Project No: JX10-116G
The following evaluations and recommendations were developed
exploration and laboratory -testing program:
June 8, 2011
based on our field
■ A field testing program is recommended during. construction. This testing
program should include as a minimum, subgrade load testing (proofrolling),
compaction testing, PDA testing and pile installation monitoring.
■ It is estimated that a cut ranging from 1 to 23 inches in depth will be required to
remove the topsoil material. Based on our experience with similar site conditions
(wooded areas and "de -mucking" of drainages swales) this initial cut to remove
organic laden soils, root mat and other unsuitable materials is likely to extend
beyond 23 inches.
■ Deep foundation design comprised of driven, SPPC. piles can be implemented to
support the hangar and parking deck structures' frames. The design capacities
are presented below.
Embedment
Tip
Allowable
Allowable
Allowable
pre-Augering
Depth
Elevation
Compression
Tension
Lateral
epth
D(ft)
Pile Type
(f
(feet
Capacity
Capacity
Capacity
MSL)
(tons
tons
tons
12" SPPC
50 feet
-30 to -35
80 - 90
20 to 30
4
10
` ' Depth below the existing site grades at the boring locations.
■ It is estimated that the loads associated with 10 feet of fill place within the
existing drainage swales will induce 1 to-2 inches of elastic settlement within the
underlying SAND soils. The time to achieve this magnitude of settlement is
expected to be on the order of 2 to 4 weeks. It is recommended to install
settlement platforms within the structure's footprint.
• The floor slab may be constructed as a slab -on -grade member provided the
recommended earthwork activities and evaluations are carried out properly.
• The pavements should be designed using a CBR Value of 14.3. Pavement
design recommendations are provided within Section 4.8 of the report.
• It is noted that, in accordance with the NC Building Code; Chapter 16, this site is
classified as a site Class D, based on which seismic designs should be
incorporated. This recommendation is based on the data obtained from the 60 to
85-foot deep SPT borings, our- experience with 100-foot deep CPT soundings
and SPT borings performed within the vicinity of the project site, as well as the
requirements indicated in the North Carolina State Building Code (2006
International Building Code).
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.

Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
1.0 PROJECT INFORMATION
June 8, 2011
1.1 Project Authorization
G E T Solutions, Inc. has completed our subsurface investigation and geotechnical
engineering services for the proposed P705 Aircraft Maintenance Hangar and Apron and
P710 Ordnance Loading Area Addition projects to be located in MCAS New River Camp
LeJeune, North Carolina. Authorization to proceed with our subsurface investigation and
geotechnical engineering services was received from Mr. Allan Bamforth of C. Allan
Bamforth, Jr., Engineer -Surveyor, Ltd.
1.2 Project Location and Site Description
The project site is located within the Marine Corps Air Station New River military installation
at Camp Lejeune, North Carolina. The proposed project site consists of approximately 70
acres of both open and wooded areas along the southern portion of the air station. The
project site is bordered to the north and east by active aircraft landing, loading and
' maintenance facilities, and to the south and west by wooded parcels and ancillary air
station facilities. At the time of our site reconnaissance the project site consisted of
approximately'/z wooded and '/z open areas. An existing asphalt {paved road (Canal Street)
' bordered on each side by large drainage swales are located within the footprint the
proposed parking deck. In addition, gravel roads and large drainage swales (ranging from
approximately 7 to 10 feet in depth and about 25 to 30 feet in width) transverse through the
approximate center of the project area. A chain link fence located through the center of the
project area separates the active aircraft from the ancillary air station facilities.
1.3 Project Construction Description
The project will consist of design building an aircraft maintenance hangar and apron totaling
' approximately 894,000 square feet, a multi story parking garage total footprint of
approximately 70,000 square feet, and design bid building a combat ACFT loading area
(CALA), arming and disarming pad and taxiways totaling approximately 368,000 square
feet. The CALA, arming and disarming pads and apron will be of concrete pavement design
' with portions of the taxiways being of both concrete and asphalt pavement. The hangar
building will be of structural steel design with header trusses supporting the hangar bay
roof. The parking garage will be a four story structure constructed of precast concrete
members with access ramps. The maximum wall and column foundation loads associated
with these structures were not available at the time of this report. However, maximum
column loads are anticipated to be on the order of 400 to 500 kips and/or maximum wall loads
' are anticipated to be on the order of 10 to 20 kips per lineal foot. It is expected that each of
these buildings will be supported on deep foundations (piles). Additionally, stormwater
management facilities will be constructed at this site along with other infrastructure
components.
RECEIVED ciF.-I-
' OCT 0 7 2011
nv

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
The project site is gently sloping generally from the westerly to the easterly direction within
the proposed construction area, with site elevations ranging from approximately 16 to 22
feet above MSL. It is our understanding that cut and/or fill operations are not expected to
exceed about 5 feet in order to establish the design grade elevations. As an exception, as
much as 10 feet of fill will be required to establish final grade elevations in the isolated low
lying drainage swales which are located within the construction areas.
If any of the noted information is incorrect or has changed, G E T Solutions, Inc. should be
informed so that we may amend the recommendations presented in this report, if
appropriate.
1.4 Purpose and Scope of Services
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
1) General assessment of the soils revealed by our borings performed at the proposed
project sites.
2) General location and description of potentially deleterious material encountered in
the borings that may interfere with construction progress or structure performance,
including existing fills or surficial/subsurface organics.
3) Soil subgrade preparation, including stripping, grading and compaction. Engineering
criteria for placement and compaction of approved structural fill material.
4) Construction considerations for fill placement, subgrade preparation, and foundation
excavations.
5) Evaluation of the on -site soils for re -use as structural fill.
6) Foundation design parameters for support of the proposed structures and slabs.
Design parameters required for a deep foundation system including pile types, pile
lengths, allowable capacities, expected total and differential settlements, and pile
installation and testing criteria.
7) Soil design parameters.
8) Pavement design recommendations based on the field exploration activities (12
CBR tests and 15 Dynamic Cone Penetrometer (DCP) tests with correlated CBR
design values) and our experience with similar soil conditions.
2 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
' P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
9) Pertinent information regarding the groundwater and infiltration conditions within the
proposed storm water management areas (12 infiltration tests). Permeability
(infiltration) values are provided based on the results of in -situ Saturated Hydraulic
Conductivity Testing as well as our experience with similar soil conditions. Seasonal
high groundwater table (SHWT) was also estimated.
10)Seismic site classification provided based on the results of the 60 to 85-foot deep
SPT borings, our experience in the project area, and the requirements provided in
a the North Carolina State Building Code (2006 International Building Code with North
Carolina Amendments) Section 1615.1; Table 1615.1 A.
a The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site.
2.0 FIELD AND LABORATORY PROCEDURES
1
1
2.1 Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated
foundation design parameters, sixteen (16) 60 to 85-foot deep Standard Penetration Test
(SPT) borings (designated as B-1 through B-16) were drilled within the proposed footprints
of the hangar and parking deck structures.
To aid in developing associated storm water management and pavement design
parameters, seventy two (72) 15-foot deep SPT borings (designated as BMP-1 through
BMP-12 and P-1 through P-60) were drilled within the proposed stormwater and pavement
areas. In -situ soil permeability tests were performed at boring locations BMP-1 through
BMP-12.
Standard Penetration Tests were performed in the field in general accordance with ASTM D
1586. The tests were performed continuously from the existing ground surface to depths of
12 feet, and at 5-foot intervals thereafter. The soil samples were obtained with a standard
1.4" I.D., 2" O.D., 30" long split -spoon sampler. The samplerwas driven with blows of a 140
lb. hammer falling 30 inches, using an automatic hammer. The number of blows required
to drive the sampler each 6-inch increment of penetration was recorded and is shown on
the boring logs. The sum of the second and third penetration increments is termed the SPT
N-value (uncorrected for automatic hammer). A representative portion of each disturbed
split -spoon sample was collected with each SPT, placed in a glass jar, sealed, labeled, and
returned to our laboratory for review.
Twelve (12) bulk soil samples (designated as P-1, P-7, P-8, P-15, P-16, P-19, P-27, P-34,
P-36, P-42, P-49 and P-51) were collected from the proposed pavement areas at their
respective boring locations. The bulk subgrade soil samples were collected from depths
ranging from 1 to 2 feet below existing site grades. The bulk soil samples were returned to
our laboratory and subjected to CBR testing in accordance with ASTM standards. ' In
3
5olutiorisinc� �6 _"

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
addition, fifteen (15) Dynamic Cone Penetrometer (DCP) tests (designated as P-1, P-4, P-
5, P-7, P-8, P-11, P-12, P-15, P-18, P-22, P-28 P-33, P-37, P-46 and P-48)were performed
at the respective boring locations within the proposed pavement areas.
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a handheld Global Positions System (GPS) unit as
well as the "State Plane" coordinates selected from the project site plan. The approximate
boring locations are shown on the attached "Boring Location Plan" (Appendix 1), which was
reproduced based on the site plan provided by C. Allan Bamforth, Jr., Engineer -Surveyor,
Ltd.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. A
Geotechnical Engineer performed the soil classification in general accordance with ASTM
Specification D 2487. A summary of the soil classification system is provided in Appendix
it.
Thirty five (35) representative soil samples were selected and subjected to laboratory
testing, which included natural moisture, 4200 sieve wash, and Atterberg Limit testing and
analysis, in order to corroborate the visual classification. These classification test results
are presented on the "Comprehensive Laboratory Test Results" table provided in Appendix
III, and are also presented on the "Boring Log" sheets (Appendix IV) and "Generalized Soil
Profile" sheets (Appendices V and VI).
In addition to the classification testing, the selected representative bulk subgrade soil
samples (from the pavement areas) were subjected to Standard Proctor and CBR testing in
accordance with ASTM standards. A summary of the CBR test results, the CBR curves,
and the moisture density relationship curves (Proctor Curves) are presented in Appendix
V11.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
4 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Protect No: JX10-116G
3.2 Subsurface Soil Conditions
a The results of our field exploration indicated the presence of approximately 1 to 23 inches
of topsoil material at the boring locations. In addition, approximately 2 feet of "Fill" material
was encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-
8, P-20, BMP-8 and BMP-9. The fill. material consisted of SAND (SM) and SILT (ML) with
varying amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to
have been previously placed as part of prior construction activities associated with the
a existing facilities located within the project area. The topsoil and fill material thicknesses are
expected to vary at other locations throughout the site.
Underlying the topsoil and fill materials and extending to the SPT boring termination depths
of 15, 60 and 85 feet below the existing site grades, the natural subsurface soils were
generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of Silt and
Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per -
foot (BPF) indicating a very loose to very dense relative density. Deposits of very soft to
very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
' stratum at varying depths between 0 to 23 feet below the existing site grade at boring
locations B-1, B-3 through B-6, B-10 through B-12, B-15, B-16, BMP-1, BMP-2, BMP-4, P-
1 through P-3, P-10, P-11, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
The subsurface descriptions are of a generalized nature provided to highlight the major soil
' strata encountered. The records of the subsurface exploration are included in Appendix IV
(Boring Logs) and in Appendices V and VI (Generalized Soil Profile), which should be
reviewed for specific information as to the individual borings. The stratifications shown on
' the records of the subsurface exploration represent the conditions only at the actual boring
locations. Variations may occur and should be expected between boring locations. The
stratifications represent the approximate boundary between subsurface materials and the
' transition may be gradual. It is noted that the topsoil designation references the presence
of surficial organic laden soil, and does not represent any particular quality specification.
This material is to be tested for approval prior to use.
' 3.3 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
' wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be
indicative of the static groundwater level.
5E�vED GET
0CT 0 7 0011 ..
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-11)
and 5.5 feet (BMP-12) below the existing site grades.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas. where shallow subsurface clayey soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described,
G E T Solutions, Inc. requests the opportunity to review our recommendations and make
any necessary changes.
As previously mentioned, the maximum column loads are anticipated to be on the order of
400 to 500 kips and the maximum wail loads are anticipated to be on the order of 10 to 20
kips per lineal foot. Shallow foundation construction is expected to result in excessive
settlement. As such, it is recommended to support the hangar and parking deck structures
framing by means of a deep foundation system (concrete piles), while the slab can be
supported on -grade.
4.1 Clearing and Grading
The proposed construction areas should be cleared by means of removing the topsoil,
asphalt and gravel (where required), trees, root mat and any other unsuitable material.
Based on the SPT borings, it is estimated that a cut ranging from about 1 to 23 inches in
depth will be required to remove the topsoil material; however, approximately '/2 of the
project site is wooded and is expected to contain varying amounts of organic laden soils.
6 GET
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
This cut is expected to extend deeper in isolated areas to remove deeper deposits of
organic soils, or unsuitable soils, which become evident during the clearing particularly in
wooded areas. It is recommended that the clearing operations extend laterally at least 5
feet beyond the perimeter of the proposed construction areas. In addition, construction
areas which encroach on the existing drainage swales located in the vicinity of the
proposed apron and parking deck should be "de -mucked" to remove unsuitable soils prior
to backfilling. Based on our experience with similar conditions, the cut required to "de -
muck" the existing drainage swales is estimated to range from 12 to 24 inches and may
extend deeper in areas where deeper deposits of unsuitable materials may be
encountered. The extent of "de -mucking" these area should be determined in the field
during clearing and grading operations as described in Section 4.2.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SM and SC), Fill [SAND (SM with Gravel) and SILT (ML with Gravel], CLAY (CL)
and SILT (ML) containing an appreciable amount of fines (Silt and Clay). Also, the bulk soil
samples indicated natural moisture contents up to 8% above their optimum moisture (as
determined by means of laboratory testing). Accordingly, combinations of excess surface
moisture from precipitation ponding on the site and the construction traffic, including heavy
compaction equipment, may create pumping and general deterioration of the bearing
capabilities of the surface soils. Therefore, undercutting to remove loose/soft soils in
isolated areas should be expected. The extent of the undercut will be determined in the
field during construction based on the outcome of the field testing procedures (subgrade
proofroll). In this regard, and in order to reduce undercutting, care should be exercised
during the grading and construction operations at the site.
Due to the primarily granular consistency of the encountered Fill materials with no, to
minimal (trace) amounts of organics, it is anticipated that these materials will be suitable to
remain in place within building and pavement areas provided that substantial amounts of
organics or other unsuitable materials are not present. This should be substantiated in the
field during the subgrade preparation procedures by means of compaction testing,
subgrade proofrolls and test pit excavation s.'GeneraIly, test pit excavations should be
performed within all building and pavement areas to substantiate the suitability of the
exposed soils to remain in place for building and pavement support. The location and depth
of the test pits should be determined and monitored by a representative of G E T
Solutions, Inc. at the time of construction.
To reduce the potential for subgrade improvements (undercutting due to saturated soils in
conjunction with heavy construction traffic), it is recommended that the grading operations
be performed during the drier months of the year (historically April through November).
This should minimize these potential problems, although they may not be eliminated. if
grading is attempted during the winter months, undercutting of wet soils should be
anticipated. However, during the drier months of the year, wet soils could be dried by
discing or implementing other drying procedures to achieve moisture contents necessary to
achieve adequate degrees of compaction.
GET"

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No. JX10-116G
The site should be graded to enhance surface water runoff to reduce the ponding of water.
Ponding of water often results in softening of the near -surface soils. In the event of heavy
rainfall within areas to receive fill, we recommend that the grading operations cease until
the site has had a chance to dry.
4.2 Subbgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densifed with a
large static drum roller. After the subgrade soils have been densified, they should be
evaluated by a qualified inspector for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of loose material hidden beneath a crust of better soil.
Several passes should be made by a large rubber -tired roller or loaded dump truck over the
construction areas, with the successive passes aligned perpendicularly. The number of
passes will be determined in the field by the Geotechnical Engineer depending on the soils
conditions. Any pumping and unstable areas observed during proofrolling (beyond the
initial cut) should be undercut and/or stabilized at the directions of the Geotechnical
Engineer.
4.3 Structural Fill and Placement
Following the approval of the natural subgrade soils by the Geotechnical Engineer, the
placement of the fill required to establish the design grades may begin. Any material to be
used for structural fill should be evaluated and tested by an independent testing laboratory
prior to placement to determine if they are suitable for the intended use. Suitable structural
fill material should consist of sand or gravel containing less than 25% by weight of fines
(SP, SM, SW, GP, GW — with dimensions not to exceed 2 inches in diameter), having a
liquid limit less than 20 and plastic limit less than 6, and should be free of rubble, organics,
clay, debris and other unsuitable material.
All structural fill should be compacted to a dry density of at least 95% of the Modified
Proctor maximum dry density, in accordance with ASTM Specification D 1557. The
moisture content of the structural fill should be within +/- 2% of the optimum moisture
content at the time of placement. In general, the compaction should be accomplished by
placing the fill in maximum 8-inch loose lifts and mechanically compacting each lift to at
least the specified minimum dry density.
We recommend a minimum of one compaction test be performed per lift for every 2,000
square foot area within the new structures' footprints and one compaction test performed
per lift for every 10,000 square foot area within the pavement areas (if applicable). A
qualified inspector should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as previously described), and should be compacted to at least 95% of ASTM
Specification D 1557. This fill should be placed in 4 to 6 inch loose lifts when hand
compaction equipment is used.
8 CET

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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
If applicable, care should be used when operating the compactors near existing structures
to avoid transmission of the vibrations that could cause settlement damage or disturb
occupants. In this regard, it is recommended that the vibratory roller remain at least 25 feet
away from existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Suitability of On -site Soils
The majority of the subsurface Stratum I soils consisting of SAND (SM, SP and SP-SM)
encountered at the boring locations appear suitable for reuse as structural fill. The Fill,
Clayey SAND (SC), SILT (ML) and CLAY (CL) soils do not appear suitable for reuse as
structural fill; however, these soils may be used as fill in green areas. Care to segregate
the soils must be performed during the grading and excavation operations. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to evaluate the suitability of excavated
soils for reuse as fill within building and pavement areas.
' 4.5 Pile Foundation Recommendations
The following sections describe the pile capacity analyses and provide our
recommendations for static axial compressive pile capacities, pile testing program, and pile
construction criteria. In addition, we have provided estimates of potential settlement.
' We evaluated a driven precast prestressed concrete pile deep foundation system to
support the proposed structures' frames,
' 4.5.1 Axial Compression Capacity Recommendations
We conducted pile capacity analyses using static formulas with coefficients recommended
' by Geoffrey Myerhoff and George Sowers. The analyses include the contributions of shaft
friction and end bearing to the pile capacity. The piles are expected to derive their capacity
from a combination of shaft friction and end bearing in the deeper Sand layers at the depth
' presented in the table (Table,ll) on the following page.
The soil materials typically exhibit time -dependent strength characteristics; consequently
shaft friction and end bearing support tend to increase from initial installation through a
process termed "soil setup". Essentially, the dynamics of driving piles will cause excess.
pore pressures to develop, thereby decreasing driving resistance during initial pile
installation. The pile capacities developed during driving are usually much lower than the
' design values. Once driving is complete, the excess pore pressures dissipate with time
(and soil setup occurs) and the bearing capacity of the pile increases. Based upon our
experience with similar projects in the area, 5 to 7 days is usually required for the full pore
' pressures to dissipate and soil setup to occur.
r RF+r_~ EI VED
9 OCT 0 7 2011 GET

Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
June 8, 2011
For the reasons previously described, it will not be possible to confirm pile capacities with a
simple driving criterion such as number of hammer blows per foot of advanced pile.
Instead, driving criteria will likely consist of a target tip elevation and/or certain embedded
length in a bearing material with specified driving resistance. The specified driving
resistance should be based on a Wave Equation Analysis of the contractor's selected
hammer.
Table 11 provides our recommended pile type for the structures' foundations. The allowable
capacity for the piles includes a safety factor of at least 2.0 to allow for a pile load test
program that relies primarily on dynamic testing. The capacity of a group of piles spaced at
least 3 pile diameters apart, center to center, can be taken as the sum of the individual
capacities with no reduction factor. If closer pile spacing is anticipated, the geotechnical
engineer should be contacted to evaluate the efficiency of the specific pile group. The final
order lengths and tip elevations will be adjusted based on the results of the test piles and
load test programs.
Table 11 - SPPC Pile Recommandations
Embedment
Tip
Allowable
AllowableAllowable
PPile Type
Depth
Elevation
Compression
Tension
Lateral
Pre-Augering
(feet)(')
(feet MSL)
Capacity (tons)
Capacity
Capacity (tons)
Depth (ft)
tons
12" SPPC
50 feet
-30 to -35
80 - 90
20 to 30
4
10
We recommend pre -angering the pile locations prior to driving to the depth shown in the
table. This is necessary to help in minimizing the effects of vibrations from the driving effort
on adjacent buildings, penetrate fill materials and to reduce the potential for pile breakage.
Following the pre -angering, the piles should be installed and advanced by driving with an
impact hammer to their design tip elevations. If for some reason during construction, pile
driving "capacity" is encountered before the piles reach their design tip elevations, the
Geotechnical Engineer should be retained to review driving records and field reports to
determine whether the pile can adequately support the design loads. If the pile driving
hammer is not properly matched to the pile type, size and subsurface conditions, it may
reach practical refusal before the pile reaches the design tip elevation, or the required
capacity.
4.5.2 Pile Group Settlement
Based on the results of load tests performed on piles driven in similar soils conditions, it is
anticipated that the total butt settlements (including elastic shortening) will not exceed about
%2-inch, which is the settlement necessary to mobilize the soil/pile capacity in combination
with the pile group settlements due to the stress increase in the underlying soils.
10 GET
•

Report of Subsurface Investigation and Geotechnical Engineering Services June S, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
4.5.3 Test Piles
a We recommend that a test pile program be implemented for the purpose of assisting in the
development of final tip elevations and to confirm that the contractor's equipment and
installation methods are acceptable. The test program should involve at least eight (8) test
piles per structure to provide an indication of various driving and/or installation conditions.
The test pile locations should be established by the Geotechnical Engineer based on the
structural characteristics. It is important to note the relationship between the required
testing and our design assumptions. We chose safety factors based upon the
recommended pile testing program. We expect that the pile testing program will include
primarily dynamic evaluation with a Pile Driving Analyzer (PDA).
The piles should be driven using the drive system submitted by the contractor and
approved by the geotechnical engineer. Test pile lengths should be at least ten feet longer
than anticipated production pile lengths to ensure that the required capacity is developed,
to allow for refinement of estimated capacities, and for dynamic and static testing reasons.
The indicator piles installed during the Test Pile Program, which satisfy the geotechnical
' engineer's requirements for proper installation, may also be used as permanent production
piles.
The contractor should include in his equipment submittal a Wave Equation Analyses (using
GRLWEAPTM software) modeling the behavior of the test piles during driving, or what is
termed by GIRL as a Drivability Study. The primary intent of the Wave Equation Analyses
is to estimate the feasibility of the contractor's proposed pile driving system with respect to
' installing the piles. Since the results of the Wave Equation Analyses are dependent on the
chosen hammer, the pile type and length, and the subsurface conditions, it is likely that at
least one Wave Equation Analysis per hammer will be required.
Pile driving equipment should not be mobilized for the test piles until the Wave Equation
Analyses have been submitted and approved by the geotechnical engineer. if the
' contractor's proposed pile driving system is rejected, subsequent submittals of alternative
drive systems should also include appropriate Wave Equation Analyses that are subject to
the approval of the geotechnical engineer. The Wave Equation Analyses are also used to
1 estimate:
■ Compressive and tensile stresses experienced by the modeled pile during driving
1 • The total number of blows required to install the pile
■ Driving resistance (in terms of blows perfoot) within the various soil strata the pile is
embedded in
' Driving time
The results of the WEAP analyses are highly dependent on the many input parameters
related to the soil conditions, static pile capacity estimates, as well as specific
characteristics associated with different makes and models of pile driving hammers.
' 4.5.4 Dynamic Testing
11 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June S, 2011
P705 Aircraft Maintenance Hangar and Apron
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G E T Project No: JX10-116G
Dynamic testing was developed as a method of improving upon the reliability of the wave
equation and other dynamic predictions by actually measuring the acceleration and strain of
a pile during driving. This technique was developed in the mid-1960's and has been
continually refined. The use of dynamic pile testing has permitted the possibility of
checking the driving stresses in the pile and the hammer performance during pile driving. It
is also possible to estimate the static capacity of the pile based upon the strain and
acceleration measurements taken during pile driving.
The test pile installation should be monitored by the Geotechnical Engineer using the PDA,
an electronic device that records driving stresses and pile/soil interactions, among other
things. The PDA results will confirm that the pile driving system (hammer type/energy,
cushion type/ thickness, etc.) can successfully install the piles without over stressing them
in compression or tension. It is essential the test pile restrikes also be monitored with the
PDA.
No sooner than 7 days after installation, all of the test piles should be re -struck while being
monitored with the PDA. This test establishes the "static capacity" of the pile. The initial
hammer blow during re -strike activities is critical to the quality of dynamic data with respect
to capacity interpretation. The contractor should make every effort to insure an initial high-
energy blow of the hammer. After several blows during re -strike activities, pore pressures
increase, soil setup diminishes, and ultimately pile capacities (as recorded by the PDA)
decrease. Loss of estimated static capacity following repeated hammer blows is the reason
the initial blows are critical.
The dynamic data recorded by the PDA during restrike testing should be further refined by
using CAPWAP® analysis. CAPWAP® analysis, not the initial assessment of capacity
determined by the PDA, should be the basis of static pile capacity estimates. Interpretation
of CAPWAP® data, in the context of the soils subsurface conditions and previous static pile
capacity estimates, should allow the Geotechnical Engineer to estimate ultimate pile
capacities and recommend appropriate production pile lengths.
Our previous experience with the PDA indicates that a significant cost savings may be
realized if the PDA is properly utilized to monitor the installation of test piles, confirm pile
capacity in production installations, and monitor potentially damaging stresses during
driving. The use of the PDA permits the confirmation of allowable compression and uplift
capacities and pile integrity on several piles for a cost similar to or less than that of a single
full-scale static load test. We recommended the design builder retain the services of the
Geotechnical Engineer to perform the dynamic testing, not the installation contractor, to
avoid possible conflicts of interest.
12 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
4.5.5 Establishing Pile Driving Criteria
Prior to driving production piles, the geotechhical engineer should establish the criteria for
pile installation. The criteria will be based on the data collected during monitoring of the
test pile installation and the subsequent restriking. The intent of establishing driving criteria
is to facilitate installation of the production piles without damage and to provide a means of
establishing when piles have achieved the design capacities. The driving criteria may
include: hammer type, hammer energy, ram weight, pile cushion and thickness, hammer
cushion type and thickness, required tip elevations and driving resistance necessary to
a
achieve capacities, and possibly predrilling recommendations (if the test pile results warrant
the need).
4.5.6 Allowable Driving Stresses
Guidelines from the Prestressed Concrete Institute (PCI), American Society of Civil
Engineers (ASCE), and the Association of State Highway Transportation Officials
(AASHTO) indicate that maximum compressive stresses, imposed on driven precast
concrete piles during installation, should be less than the following equation: 0.85 x f,
'
(concrete compressive strength, psi) - fpe (effective pre -stressing after losses from
relaxation). The three groups differ on the maximum tensile stresses. PCI recommends 6
x square root of f G + fpe ; AASHTO and ASCE recommend 3 x square root f'c + fpe. We
recommend using the consensus value for the maximum compressive stress, and the
ASCE/AASHTO recommended value for the maximum tensile stress.
4.5.7 Hammer Types and Energies
In comparing hammers of equal energy, the Prestressed Concrete Institute (PCI) states
'
that hammers with heavier rams and lower impact velocities are less likely to cause
damaging stresses in concrete piles. Hammers with proportionally higher ram weights and
short stroke heights (low impact velocities) are usually air, steam and hydraulic driven, and
'
not diesel fueled. It has been our experience that air, steam and hydraulic hammers are
more appropriate for the installation of precast concrete piles than similarly sized (in terms
of energy) diesel hammers. We recommend that the contractor use an air, steam or
'
hydraulic driven hammer whose ram weight is roughly equal to 0.5 to 1.0 times the weight
of the pile itself. The actual determination of an acceptable ram weight should be
determined through the results of the Test Pile Program. If the contractor elects to use a
diesel hammer, we recommend a critical, detailed review of the contractor's Wave Equation
Analysis prior to driving the test piles.
RE+GETVED
13 , GET
OCT 0 7 2011
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
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G E T Project No: JX10-116G
4.5.8 Driven Pile Installation Monitoring
The geotechnical engineer should observe the installation of the test piles and all
production piles. The purpose of the geotechnical engineer's observations is to determine
if production installations are being performed in accordance with the previously derived
Pile Driving Criteria. Continuous driving and installation records should be maintained forall
driven piles. Production piles should be driven utilizing the approved system established as
a result of the Test Program.
The field duties of the geotechnical engineer (or a qualified engineer's representative)
should include the following:
• Being knowledgeable of the subsurface conditions at the site and the project -specific
Pile Driving Criteria.
• Being aware of aspects of the installation including type of pile driving equipment
and pile installation tolerances.
• Keeping an accurate record of pile installation and driving procedures.
• Documenting that the piles are installed to the proper depth indicative of the
intended bearing stratum. Also documenting that appropriate pile splicing
techniques are used, if necessary.
• Recording the number of hammer blows for each foot of driving.
• Generally confirming that the pile driving equipment is operating as anticipated.
• Record the energy rating of the hammer.
• Informing the geotechnical engineer of any unusual subsurface conditions or driving
conditions.
• Notifying the design builder and structural engineer when unanticipated difficulties or
conditions are encountered.
• Confirming from visual appearance that the piles are not damaged during installation
and observing the piles prior to installation for defective workmanship. The
geotechnical engineer should review all driving records prior to pile cap construction.
14 GET
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
4.5.9 Adjacent Structures
When considering the suitability of a driven pile foundation, consideration should be given
to the integrity of nearby structures. Due to the large amount of energy required to install
driven deep foundations, vibrations of considerable magnitude are generated. These
vibrations may affect nearby structures. These structures can, due to their proximity, be
detrimentally affected by the construction unless proper protection measures are taken. In
addition, experience has shown that these construction features will often lead adjacent
property owners to conclude that damage to their property has taken place, even though
none has occurred. It is the recommended that a thorough survey of the adjacent
property be made prior to starting construction. This will help to better evaluate real claims
and refute groundless nuisance claims. The survey should include, but not be limited to,
the following-
1 . Visually inspect adjacent structures, noting and measuring all cracks and
other signs of distress. Take photographs as needed.
2. Visually inspect adjacent pavements, noting and measuring any significant
cracks, depressions, etc. Take photographs as needed.
3. Establish several benchmarks along foundation walls on adjacent structures.
Both vertical and horizontal control should be employed.
'
4. Determine if equipment in any adjacent building is sensitive to vibration, and
if so, establish control and monitoring system.
proper
4.6 Settlement Discussion
' As previously mentioned, 7 to 10 feet of fill material may be necessary within the existing
p Y Y rY 9
drainage swales to achieve the final design grade elevations within the proposed apron and
' parking deck structure's footprints. It is estimated that the loads associated with 10 feet of
fill will induce 1 to 2 inches of elastic settlement within the underlying SAND soils. This
settlement magnitude is expected to decrease proportionally to the fill height in both
longitudinal and transverse directions. The time to achieve this magnitude of settlement is
expected to be on the order of 2 to 4 weeks; therefore, we recommend that the fill be
placed early in the construction process to allow for the settlement to occur prior to
commencing construction. The rate and degree of compression from the 10 feet of fill will
vary and is dependent on the amount of fill material placed and its compaction. These
settlements are expected to be minimal if placed in accordance with the recommendations
herein.
�J
+FrA M ��
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
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G E T Project No: JX10-116G
It is recommended to install settlement platforms in areas receiving 7 to 10 feet of fill will be
placed within the apron and parking deck structure's footprints. The settlement platforms
should be placed .directly on the subgrade following the clearing procedures. Then
following the installation of the settlement platforms, elevations must be obtained
(zero/baseline readings), prior to the placement of any fill material. It is recommended to
install the fill material to the design grade elevations, with each lift compacted to at least
95% of ASTM D 1557.
During the fill placement activities, elevation readings should be obtained daily. Following
the completion of the fill placement, the readings should be obtained twice a week. The
settlement platform readings should be performed to the nearest 0.001 foot and should be
provided to the geotechnical engineer for their analyses. These settlement plates should
be monitored for a period of 2 to 4 weeks following the completion of the fill placement. The
settlement platform readings should be reviewed by the Geotechnical Engineer prior to
proceeding with the construction activities.
4.7 Floor Slab Design
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that the ground floor slab be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5%
passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act as a
capillary barrier and equalize moisture conditions beneath the slabs.
It is recommended that all ground floor slabs be "floating". That is, generally ground
supported and not rigidly connected to walls or foundations. This is to minimize the
possibility of cracking and displacement of the floor slabs because of differential
movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection; consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
The slab -on -grade soil subgrade should be established by means of placing the
recommended structural fill (as described in Section 4.3) and compacting to a dry density of
at least 95% of the Modified Proctor maximum dry density, in accordance with ASTM
Specification D 1557. This construction procedure will provide a subgrade modulus of at
least 150 psi/in.
16 GET"

1
Report of Subsurface Investigation and Geotechnicol Engineering Services June 8, 2011
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G E T Project No: JX10-116G
a4.8 Pavement Design
a The California Bearing Ratio (CBR) test results indicated an average soaked CBR value of
21.5. The in -situ field Dynamic Cone Penetrometer (DCP) test results indicated an average
in -place correlated CBR value of 9.7. The relatively low correlated CBR values obtained
a from the field DCP testing procedures can be attributed to the very loose relative density
(not compacted) of the shallow subsurface soils. These associated CBR values will be
greatly improved provided that the earthwork recommendations, including the subgrade
preparation and fill placement/compaction procedures are successfully completed as
recommended in Sections 4.2 and 4.3 of this report.
A comprehensive summary of the CBR test data and the moisture density relationship
curves (Proctors) are presented in Appendix VI I. Additionally, the results of the field DCP
testing procedures are presented in Appendix Vill.
' The average CBR value obtained from the laboratory CBR testing procedures was
multiplied by a factor of two-thirds to determine a pavement design CBR value. The two-
thirds factor provides the necessary safety margins to compensate for some non -uniformity
of the soil. Therefore, a CBR value of 14.3 was used in designing the pavement sections.
Furthermore, the per day operations criteria provided by representatives of MCAS New
' River Camp Lejeune, NC and the information listed below were also used to complete the
pavement design analysis, which was performed in accordance with UFC requirements.
Should any of the information provided below be incorrect, G E T Solutions, Inc. should be
notified to perform a subsequent analysis prior to paving operations.
Average Daily Traffic: 10 daily operations (UH-1 helicopter)
Percent C130: assumed 20% of UH-1 operations (2 passes per day)
i Design Life Criteria: 30 Years
Percent Growth Rate: 0.0%
Soil Resilient Modulus = 10,878.0 psi
Rigid Pavement Joint Load Transfer = 25.0%
' Frost Depth Penetration = 9.0 Inches (Based on New Bern FAA Airport Weather
Station)
' The pavement calculations were performed using PCASE Version 2.08 software and the
pavement sections noted in Table III on the following page are recommended.
17 GET

Report of Subsurface Investigation and Geotechnical Engineering Services
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G E T Project No: JX10-116G
Table III - Minimum Pavement Sections
June 8, 2011
Hot Mix Asphalt
Section
Concretes')
Aggregate
Base
Subgrade(3)
Surface
(SM-
Intermediate
Base
9.5BA
(1-19B)
(BM-25.0)
Flexible
2"
2"
2 5"
-
12"
Stable
Pavements
Rigid
_
_
10"
12"
Stable
Pavements
(1) Concrete pavements should obtain a minimum 750 psi flexural strength at 28 days and have joints
spaced 15 to 20 feet on center each way with 1 inch diameter dowels that are 16 inches in length
and spaced 12 inches on center.
{2) Aggregate Base Course (ABC) should be in conformance with " UFGS-02772 for Graded Crushed
Aggregate Base Course Materials", compacted to a dry density of at least 100% of the Modified
Proctor maximum dry density (ASTM D 1557).
(3) Compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D
1557). Note; due to the reported frost depth penetration of 9 inches and associated pavement
section thicknesses necessary to support the applied loads under non frost susceptible conditions,
the pavement design analysis did not include a reduction in subgrade strength.
Following pavement rough grading operations, the exposed subgrade should be observed
under proofrolling. This proofrolling should be accomplished with a fully loaded dump truck
or 7 to 10 ton drum roller to check for pockets of soft material hidden beneath a thin crust of
better soil. Any unsuitable materials thus exposed should be removed and replaced with a
well -compacted material. The inspection of these phases should be performed by the
Geotechnical Engineer or his representative. The project's budget should include a
contingency to accommodate the potential ground improvements.
Where excessively unstable subgrade soils are observed during proofrolling and/or fill
placement, it is expected that these weak areas can be stabilized by means of thickening
the base course layer (i.e. placement of 2 to 4 inches of additional aggregate base) and/or
lining the subgrade with geotextile fabric. These alternates are to be addressed by the
Geotechnical Engineer during construction, if necessary, who will recommend the most
economical approach at the time.
4.9 Infiltration Testing
Twelve (12) infiltration tests (designated BMP-1 through BMP-12) were performed at their
respective boring locations. The tests were performed at depths ranging from 2.0 to 4.0 feet
below the existing site grade at the boring locations. The boreholes were prepared utilizing
an auger to remove soil clippings from the base. Infiltration testing was then conducted
within the vadose zone utilizing a Precision Permeameter and the following testing
procedures.
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A support stand was assembled and placed adjacent to the boreholes. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoir was recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate KS
utilizing the Glover Solution.
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivities of the soils are tabulated
below (Table IV) and are presented on the "Hydraulic Conductivity Worksheet" reports
(Appendix IX), included with this report.
Table IV - Infiltration Test Results
Boring
Boring depth
(ft)*
Initial
Water depth
ft*
Ksat Value
(in/hour)
Ksat Class
BMP-1
2.0
8
0.085
Moderately Low
BMP-2
2.0
9
0.086
Moderately Low
BMP-3
2.0
8
4.39
High
BMP-4
2.0
7
0.038
Moderately Low
BMP-5
2.0
9
6.824
High
BMP-6
2.0
7
0.362
Moderately High
BMP-7
2.0
7
1.560
High
BMP-8
3.0
9
0.152
Moderately High
BMP-9
4.0
9.5
0.022
Moderately Low
BMP-10
3.0
9.5
12.688
High
BMP-11
3.5
7
9.703
High
BMP-12
3.0
$
2.304
High
" Depth below existing site grades
19 CET

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4.10 On -Site Shrink/Swell Properties
June 8, 2011
Based on the laboratory classification the shallow subsurface Clayey SAND (SC) and
CLAY (CL) soils encountered at the boring locations are considered to be expansive in
accordance with 1803.5.3 of the 2009 International Building Code. However, these soils
are considered to have low shrink/swell potential. As such, foundation and/or slab
improvements do not appear necessary for shrink/swell considerations.
4.11 Design Soil Parameters
The estimated soil parameters are presented below (Table V).
Table V - Estimated Soil Parameters
SAND
SAND
SAND
Soil Type
(SM, SP,
(SM, SC, SP,
(SM, SP,
CLAY
SP-SM)
SC-SM
SP-SM)
(CL)
SP-SM
Stratum
Structural Fill
(Lipper 40 feet
lower 40 feet)Deposits
Average SPT N-value
-
10
28
7
Total Moist Unit Weight
120
115
120
115
cf
Friction Angle (0)
32
32
35
5
degrees
Cohesion (c)
0
0
0
500
cf
Active Soil Pressure
0.31
0.31
0.27
0.84
Ka
At -Rest Soil Pressure
0.47
0.47
0.43
0.91
Ko
Passive Soil Pressure
3.25
3.25
3.69
1.19
K
Friction Factor
0.39
0.39-
0-43
0.06
4.12 Seismic Evaluation
It is noted that, in accordance with the NC Building Code; Chapter 16, this site is classified
as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the 60 to 85-foot deep SPT borings,
our experience with 100-foot deep CPT soundings and SPT borings performed within the
vicinity of the project site, as well as the requirements indicated in the North Carolina State
Building Code (2006 International Building Code).
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0
1
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5.0 CONSTRUCTION CONSIDERATIONS
June 8, 2011
5.1 Drainage and Groundwater Concerns
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
will require well pointing.
It. would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
Again, we recommend that the contractor determine the actual groundwater levels at the
time of construction to determine groundwater impact on this project.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placement to verify the suitability of the bearing soils.
It is expected that excavations within the SAND (SM, SP and SP-SM) soils will experience
varying degrees of cave-in as a result of the soils composition (relatively clean Sands). A
combination of dewatering and shoring should be implemented to reduce the potential
cave-ins. In addition, depending on the depth of the utility trench excavation, some means
of dewatering may be required to facilitate the utility installation and associated backfilling.
The resulting excavations should be backfilled with structural fill, as described in Section
4.3 of this report.
5.3 Excavations
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely 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. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
21
i
5olu_tians?In�:

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by G
E T Solutions, Inc. and the information supplied by the client and their consultants for the
proposed project. If there are any revisions to the plans for this projector if deviations from
the subsurface conditions noted in this report are encountered during construction, G E T
Solutions, Inc. should be notified immediately to determine if changes in the foundation
recommendations are required. If G E T Solutions, Inc. is not retained to perform these
functions, G E T Solutions, Inc. can not be responsible for the impact of those conditions
on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations.
The exploration conducted and this report are not necessarily in sufficient detail for final
geotechnical design of the project. Design -build teams should familiarize themselves with
the site and general subsurface conditions and retain the services of their own consultant to
make additional subsurface explorations and testing as deemed necessary to design and
construct the project. Regardless of the thoroughness of a geotechnical exploration, there
is always a possibility that conditions between test locations will be materially different from
those encountered at the specific testing locations. In addition, soil and groundwater
conditions may become altered by construction activities and the passage of time. These
possibilities should be considered by the designers and contractors.
This report has been prepared for the exclusive use of C. Allan Bamforth, Jr., Engineer -
Surveyor, Ltd. and their consultants for the specific application to the proposed P705
Aircraft Maintenance Hangar and Apron and P710 Ordnance Loading Area Addition located
in MCAS New River Camp LeJeune, North Carolina.
22 GET
r �•

0
Y
1
1
1
1
1
APPENDICES
BORING LOCATION PLAN
II SUMMARY OF SOIL CLASSIFICATION
III COMPREHENSIVE LABORATORY TEST RESULTS
IV BORING LOGS
V GENERALIZED SOIL PROFILE (Borings B-1 through B-16)
VI GENERALIZED SOIL PROFILE (Borings P-1 through P-60
and BMP-1 through BMP-12)
VII CBR TEST RESULTS
VIII DCP TEST DATA
IX HYDRAULIC CONDUCTIVITY WORKSHEETS
X PCASE PAVEMENT DESIGN ANALYSIS

APPENDIX I
BORING LOCATION PLAN

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APPENDIX II
SUMMARY OF SOIL CLASSIFICATION
i

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r.
c:�y),r, In,iruf • f;nv,rnnmrn,.al • 7r.rint
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd, Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office '
504 East Elizabeth St, Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPI), N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches, The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SP'1 N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Rchttye-Density
Very Loose
4 blows/ft. or less
Loose
5 to 10 blows/ft,
Medium Dense
I I to 30 blows/ft.
Dense
31 to 50 blows/It.
Very Dense
51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse l to 3 inch diameter
Medium 1/2 to I inch diameter
Fine 1/4 to 1/2 inch diameter
Sand
Coarse 2,00 mm to 1/4 inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 mm
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM -'Silty G ravel
GC - Clayey C. ravel
GC -GM - Silly, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50% or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50% or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
a-
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or snore
Relative Pro op rtions
Descriptive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readin¢s
Groundwater conditions will vary with environmental
r
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soii (paved parking
lots, side walks, etc.).
Depending on percentage of Fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SA7, Sc
5 to 12 percent Borderline cases requiring dual
symbols
S;)
Plasticity Chart
■■■■■■■■.,
■■■■■E®.,■
■■■■■■�
■■■®.;=■■
■■■..■■■■.
Page t ol1 �'0 M M 33 •111) 50 ir3 1D P.0 �•0 tiyJ
GET Revision 12/12107 t-IQUID UPAIT (U.) (11,6) '

APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS

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APPENDIX IV
I -.To] 4 ", I Eel toIe]614
� I

GET PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
kEEESEA
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
C—J,-1 r.•t*—rl- BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-15-11
B-1 DEPTH TO WATER- INITIAL*: 4W� 10 AFTER 24 HOURS: -T, CAVING> _C_
a TEST RESULTS
r E a� n a a o Q a n m 3 `D m# Plastic Limit I --I Liquid Limit
�, �, w Descri tion C E E o E o
❑ E ❑ p 0 � � � � V) � m Q Z \ Moisture Content
N-Value -
1 inch of Topsoil11
0
F//
1
24
ss
Slightly motbed orangish brown -tan, moist, Sandy Lean CLAY (CL),
Medium Stiff
Grayish tan and orangish brown, moist, Clayey fine to medium SAN
2
10
ss
(SC), Loose
Tan and light gray, moist, Silty fine to medium SAND (SM), Medium
Dense
Tan and light gray, moist, Poorly Graded fine to medium SAND (SP-
,,:,: { r
4
20
ss
SM) with trace Silt, Loose to Medium Dense
rX..u:
---
'1:1: 1 f
5
0
ss
•1:Ci i
7
Tan, orangish brown and light gray, wet, Poorly Graded fine to
c i
medium SAND (SP-SM) with trace Silt, Medium Dense
' t I'
,•.[cr
8
15
ss
r'��ii•
7:nt{
—
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
:':' t'•
:�•r.c1
7
19
ss
h i•1i'
•1 :I: r �
Gray, wet, Sandy Lean CLAY (CL), Very Soft
ht gray, wet, Silty fine to coarse SAND (SM) with trace Gravel a
Cemented Marine Shell Fragments, Medium Dense to Dense
3
3 B
3
4
3
3 7
4
1
4
3 20 ss 4
7
7
m
s
13
a
s
4
3 5
2
3
4
6 15
s
16
12
12 24
12
/
8
.i7
24
ss
1
o
t
1
t1
9
23
ss
18
34
1e
11 24 ss
38
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
7
s
6
5
M%ii
�/�
i
Notes: SS = Split Spoon Sample w
ST = Shelby Tube Sampie
HA = Hand Auger Sample
BS = Bulk Sample .
•rh„ :.,:�;-,i .,..,.,.,.J,..�l.,. r,, n.Jf.,., ..,�„ .,.,e ho f.,.Jl. �ti— .,r Ih- nrn —A—tnr In vo! Wr1H = W.;'ht of Ham r
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
1
I
1
1
I
I
0
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Vno
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
�h=
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc, LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-15-11
B-1
DEPTH TO WATER - INITIAL*: s 10 AFTER 24 HOURS: a CAVING> f-
o
Y
°1
N
o
TEST RESULTS
Plastic Limit I I Liquid Limit
@
>
JE-
n a�
v
Description
a
,�
a d
E Z
o. �
E
9L
E
3 CO
o
w 2❑
❑ w
rn
in
F
in a
z
o
Moisture Content -•
N-Value -
12
trace Silt, Medium Dense
12
23
ss
a
13
10 20 30 40 50 60 70
�//�//
.29
—
j//l
%/�
—
—
8
—
13
21
ss
10
15
14
25
4
-25
_
2$
r,
tight gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Dense
14
19
ss
15
73
—
0
.
16
—
42
MEN/�
/�
15
17
ss
23
26
16
55
12
•35
18
—
16
19
ss
13
26
��
14
—
31
17
17
ss
4
1420
A5
—
—
..
1913
..
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
18
24
ss
8 6
�_
8
-50
1
22...........:...:.......
.
—
14
j
19
24
ss
6
75
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
10
-55
.
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample
*The initial oroi fndwater readincr may not be indicative of the static oroundwate� �gyet. = i
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
-
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
�l '-"
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
cn.a. .:•r.w�,Rzs•r�ro.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 2-15-11
B-1
DEPTH TO WATER -INITIALS: 4-7 10 AFTER 24 HOURS: -7, CAVING> f-
e
o
n
aL
av
n
CL
a�
�'
3`D
m
o
4
TEST RESULTS
Plastic Limit H Liquid Limit
Q
J
w
n E
a
Description
E z
1=
m Q
z\
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
2a
s
5
�.
—
20
24
ss
a
13
%%/
7
—
........ .. .
am
—
—
6
21
24
ss
s
14
26
Boring terminated at 85 ft.
90
.
-7
28
75
30
100
-80
32
_90
.'
30.
11
-95
-
:... ...:.. .:... ...:...:...
t
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample.
HA = Hand Auger Sample
BS = Bulk Sample
i ii
r i
= r
'
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

1
1
I
0
C
1
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
" - _ -`
C—.h<Jr.,. r. �_ur- r Y"_
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
Iv
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud"_ DATE: 3-22-11
B-2
DEPTH TO WATER -INITIAL*: S 8 AFTER 24 HOURS: CAVING _C_
o
L
N Ql-
N=
m
a
O
TEST RESULTS
Plastic Limit t-1 Liquid Limit
J
w
Description
L
,�
E z
E
o
w g
E
c7
to 2
z\
Moisture Content - e
cn
N-Value -
iD 20 30 44 5D 60 7D
3 inches of Topsoil j
, •:
_
2
(�
1
24
ss
1
3
4
;
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace':':
—
Silt, Very Loose to Loose
"' r J
4
—
1.1,
2
21
ss
4
10
/
—
a
is t
3
Orangish brown and light gray, moist, Poorly Graded fine to medium
—
SAND (SP SM) with trace Silt, Loose
r �.1•V }
3
20
ss
a?:11.:
7
7
/
2
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
i
io�
SM) with trace Silt, Medium D
Dense
r�:n:
�:r•c[
4
20
ss
10
2 0
///
0
1LT
7
11
13,
.1;CC r
21
_
ININ/l/s,
5
20
ss
2
ra:L1:
6
18
ss
B-
't7:r1.
27
:i
14
4
—13
Gray, wet, Clayey fine SAND (SC), Very Loose
z
7
20
ss
2
4
5.0
-
7
2
-
_
2
r
18
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Loose to Medium Dense
&
24
ss
12
19
14
9
24
ss
5
7/
10
-1Q_
—
10
24
ss
9
14
30
11
j/
i i c i ;
33i
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
—
—
trace Silt, Medium Dense
11
za
ss
7
s
11
......;...i...
35
-20
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
'•'
/E / ; -
—
—
s
7
-
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
groundwaterTha initial aroundwater re ding mgv not bp indicative -of the static level WOH = Weiaht
PAGE i of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
-' —
Gurnh Sref•l�rirersmnW•
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-22-11
B-2
_
DEPTH TO WATER - INITIAL*: -W� 8 AFTER 24 HOURS: ! CAVING -L
o
y T
L
Q
Q o
a
cL
N
3°
t
o
TEST RESULTS
Plastic Limit H Liquid Limit
J
wo
E
p ~'
Description
E Z
E
E
F-
o
co o-
\
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
12
trace Silt, Medium Dense
12
22
ss
11
1812
-z
43.
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
14
is%j
_
Cemented Marine Shell Fragments, Dense
g
13
2i
ss
1s
32
4
1a
-
17
16
14
21
ss
t5
5
20
31
—
1
33
.
My
�/ ;f//i,,,�
!/
15
22
ss
�6
21
-
40
14
1
16
18
ss
15
22
37
.45
63
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
..
7
—
to Dense
17
24
ss
16
6s
2
50
.....
5-
-
18
24
ss
6
15
70
.....
11
-55
/'
g
19
24
55
10
15
18
f
75
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
—
to Dense
60
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial (groundwater reading may ngt be indicative of thg-sLatkiarauildwaler levef WOH = Weiaht of Hammer I
PAGE 2 of 3 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

I
1
I
1
1
0
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & A ron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
P. 4 - � ``'
_
PROJECT LOCATION: MCAS New River Cam Le'eune NC PROJECT NO.: JX10-116G
� � - "
Cw ftR &rl-&efo-­ -&olq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary "Mud" DATE: 3-22-11
B-2
DEPTH TO WATER -INITIAL*: 4�;- 8 AFTER 24 HOURS: .Z CAVING f-
o
L a
2
�,
v
�,
o
TEST RESULTS
Plastic Limit H Liquid Limit
15 �
�,
Description
a
E o
E z
a a
E a
Q1
E
`°
o �,
m
tU g
O E
m
in
U
cn M
m n
Z`
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
��/�
j
24
20
24
Ss
9
15
-66
s
i31
21
22
SS
4685
ze
29
Boring terminated at 85 ft.
70
.
28
90
-75
95
-80
30
100
-85
_
2
105
- - -
-95
34
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
SS = Bulk Sample
_ Weiaht
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

a
GET
-"
BORING LOG
B-3
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd _ _
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
DEPTH TO WATER - INITIAL*: 9 AFTER 24 HOURS: _ CAVING> f-
'
'
,
r
TEST RESULTSo
>
a
v
Description
°n
E
aaE °mfl
E
Plastic Limit Liquid Limit,z
W
�
a
p
Moisture Content -•
o
N-Value -
0
0
10 20 30 40 50 60 70
5 inches of Topsoil r
3
3
,
.4Z
Light gray and brown, moist, Silty fine to medium SAND (SM), FILE_,
1
18
ss
6
j
Loose J
a
3
2
20
ss
7
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
4
4
Medium Stiff !
.....
'
5
Grayish brown, moist, Silty fine to medium SAND (SM), Loose
3
16
ss
3
7
j
4
%
—
2
_
—
Light gray and tan, moist, Poorly Graded fine to medium SAND (SP-'
SM)with trace Silt, Medium Dense
:e�f
rr.L1:
4
21
ss
y
14
—
Tan, orangish brown and light gray, moist to wet, Clayey fine to
1
1
_ medium SAND (SC), Very Loose
;:_
5
17
ss
2
3
37.9
1e
Tan, orangish brown and light gray, wet, Silty fine to medium SAND
-
6
18
ss
s
8
—
(SM) with trace Clay, Very Loose to Loose
5
4
7
24
ss
2
3
_
m Tan, orangish brown to light gray, wet, Poorly Graded fine to medium.
—
rx.Lr
8
10
ss
y
19
�i/11
�/
o
SAND (SP-SM) with trace Silt, Very Loose to Medium Dense
;;:r
10
��; -
2a
12
10
25
-
ta:Ci
�
-10
10
20
ss
2
3
•i:rrJ
.la:Lr
—
u;r].
1
—
AXr
11
21
ss
1
3
i ..:.......:...:...:.. -
i•P�i
—
- 38
Grayish brown, wet, Poorly Graded fine to medium SAND (SP) with
SS = SpR Spoon Sample
ST = Shelby Tube Sample
Ls:
HA = Hand Auger Sample
BS = Bulk Sample '
jaitial groundwater readina may riot be indicative of the static oroundwater level. WOH = Weiaht of Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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1
I
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I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC _ PROJECT NO.: JX1011tiG
Gwrrhnhd •F..eYwrtrrmN•inpay
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: wh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
B-3
DEPTH TO WATER -INITIAL*: -�.7 9 AFTER 24 HOURS: CAVING> f-
o Z
w N
L
=
�,
�,
m
?
a
TEST RESULTS
Plastic Limit 1 1 Liquid Limit
a Lo
4) v
ai
Description
12
z
E
cL
o
j
w g
a E
O
f-
m a
Z\
Moisture Content -•
N-Value -
1
�
10 20 30 40 50 60 7040
-20
trace Silt, Very Loose
12
20
ss
1
2
z
25
13
17
ss
0
1
414
1
—
-30
—
36
/,
Light gray, wet, Silt fine to coarse SAND SM with trace Gravel andME
9 9 Y, Y (
Cemented Marine Shell Fra ments, Dense
14
18
ss
1a
sa
g
18
//�///.�E .
-fir
-35
=
36
15
17
ss
15
Za
55
::
35
4018
16
18
ss
22
36
35
—
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
!
iiE
15
NIEMEN
�5
17
20
ss
$'
19
65
10
-
20
-
-
6
70
•50
1$
24
ss
9
12
16
jam'
%
.:...:
-
7
•55
':
19
24
ss
y
1675
j
—
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
iiiii--
13
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
I *The initial gXundwaler re may not be jQ live of the sta(��ndwatpr lovol. BS = Bulk Sample
i
PAGE 2 of 3 Standard Penetration Tests were performed in the field in ,genera! accordance with ASTM 0 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
'
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
B-3
DEPTH TO WATER - INITIAL*: Z� 9 AFTER 24 HOURS: _ CAVING> �L
'
Ya
N
TEST RESULTSo
m J�
cu
Q
„
Description
a
n o
E z
a>
E
F
N
�ok
Plastic Limit H LiquidLimit
E
❑
c7
N
m a
Z
\
Moisture Content - •
'
LU
N-Value -
10 20 30 40 50 60 70
—
24
20
24
ss
s
16
60
14
�/
......,,
21
22
ss
7
10
17
-
2f,
85
15
—
Boring terminated at 85 ft.
.70
90
—
28
-75
—95_
- -
_
-80
0
00
.
:
-85
32
05
_
90
110
-
—
34
'..
-95
.................... .
- -'
SS=5 litSpoon Sample
Notes: p
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
n r! — i h
PAGE 3 of 3 Slandard Penetration Tests were performed in the field in general accordance with ASTM 0 1586,

1
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1
GET
PROJECT: P705 Aircraft Main. Hangar 8, Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
ewnnu.l.c.d��.. u.ree�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
B-4
DEPTH TO WATER - INITIAL': U- 9 AFTER 24 HOURS: v CAVING> -C-
o
L N
�,
y
j
oa
TEST RESULTS
Plastic Limit H Liquid Limit
vCL
m m
m ti
Description
C
z
E
o
j
w g
0 E
a
t—
m n
Z\
Moisture Content - 0
N-Value -
-
0
0
10 20 30 40 50 60 70
4 inches of Topsoil r
l
3
_
1
24
ss
3
3
6
Brown, moist, Silty fine to medium SAND (SM) FILL, Loose O 3 3
%
Dark brown, moist, Silty fine to medium SAND (SM) with trace
Organics, Loose
2
zo
ss
4
4
yr
—
8
..... .........
;
3
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
s
i
Medium Stiff
3
16
ss
3
6
j
3
Brownish gray, moist to w et, Silty fine to medium SAND (SM}, Loose
_
4
F�
_
to Medium Dense
4
16
ss
6
10
10
7
g
5
14
ss
6
12
10
...........
10
Brownish gray to light to coarse SAND
•;:..
.
—
5P9SM) wehPra� eyS taLoosded ene
.. `I:
6
11
ss
z
5
:
aa.ir
1
:
5
4
:i:kt!
. . .
5
—
:Ia l:
'•I = r
i•!i•
7
16
ss
2
7
h
�/
]:t r t
��/
18
Tan and orangish brown, wet, Poorly Graded fine to medium SAND
' i r1•
_
(SP-SM) with trace Silt, Medium Dense to Dense
a t
8
12
ss
a
19
20
:I:I:tI
3
- - -
•ii•
19
ICFj
9
11
ss
38//%�/
zs
-
.t.I.LC
16
J:I:rt
'
-1
_
:
—
28
Tan and gray, wet, Silty fine to medium SAND (SM), Very Loose
:': ::
—
—
—
2
—
10
22
ss
2
4
y
30
2
_1
10
Brown to greenish gray, wet, Poorly Graded fine to medium SAND
::
4
(SP) with trace Silt, Very Loose to Medium Dense
11
21
ss
2
a
35
...
1
-20
-
Brown to greenish gray, wet, Silty fine to medium SAND (SM), Very
1
t
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The
initial ar�urrdwater readina may not be indicative of feveL WOH = Weiaht
PAGE 1 of 3 Standard Penetration Tests were performed is the Geld in general accordance with ASTM D 1586,

GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
c.,:.:•c.�nxa-m•r Yx
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE- 2-16-11
B-4
DEPTH TO WATER - INITIAL`: s 9 AFTER 24 HOURS: CAVING> f-
co
`E
Yd
U
Q
Nn
a m
TEST RESULT
Plastic Limit LiquidLimit
J
w
(
p
v
Description
E zE
o
E
nro
mm
a)
z
oMoisture
•S
Content -0
N-Value -
10 20 30 40 50 60 70
12
Loose to Medium Dense
12
18
ss
1
2
40
-2
-
�j
5
—
13
21
ss
14
%�
45
14
-30
'
.....
%/
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel and 8
13
—
Cemented Marine Shell Fragments, Dense
14
24
ss
24
37j�j�%
50
18
1
-514
16
—
15
15
ss
26
21
55
-
i i i i i
-4016
_
—
45
16
16
ss
z
a
60
-45
63-
Gray,wet, Poorly Graded fine to medium SAND SP-SM with trace
Y (
Silt, Dense
. ?:a:
7:k !.
cl
17
15
ss
35��/��%
30
18
48
-
20
65
:....
alClr
22-
50
ss..r
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
10
15
18
24
ss
71
26
2
:........:...:...:....:...:...
-55
5
fi%
—
19
24
ss
12
12
j
O
—
5
v
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
60
S:SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
Linitialorotirrdw,qterreadin(irr?avr?<)t
BS = Bulk Sample
i - Welaht
PAGE 2 of 3 Standard Penetralion Tests were performed in the field in general accordance with ASTM D 1586.

I
1
n
0
I
1
1
I
0
0
I
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., En ineer-Surve or, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
`-
r ••�a.�.=•r.�„=_• rww
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: _ gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
B-4
_
DEPTH TO WATER - INITIAL*: 9 AFTER 24 HOURS: T CAVING> f-
o
r
w
m m—
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
�,
a.
v �,
a
v w
Description
°L d
E Z
a(U
00;
a m
3 �O
o
N
N
w
E
a)
m a
o
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
24
5
20
24
ss
i
1280
j
21
22
ss
1226
85
10
Boring terminated at 85 ft.
70
90
28
-75
-
95
30
-85
32
1
-90
11
—341
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*Tho initial aroundwater reag�aa may not be indicative of the sW(ic groundwater level, W��lj BS = Bulk Sample
= Might
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
— —
6nx:na�Yrrr•c.dn+nun�:�F. trot+'[
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: wh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
B-5
DEPTH TO WATER -INITIAL*: sz 10 AFTER 24 HOURS: s CAVING> -L
o
r
m
-
�_
�,
o
TEST RESULTS
Plastic Limit H Liquid Limit
J
aa
v
yJE_
�,
„
Description
0-
a o
E Z
n>
g
Q �'
E
3 cA
o ;,
>
w
❑
❑
W
i—
M a
Moisture Content - •
Z
e
N-Value -
10 20 30 40 50 60 70
20
0
o
5 inches of Topsoil
a
j
0.4
1
16
is
10
7.0
•�-- --I
—
Slightly brown Sandy Lean CLAY
mottled orangish -gray, moist, (CL),
5
Stiff �'L'J:r7•
B18
f
ss
7
6
13
Brown and tan, moist, Poorly Graded fine to medium SAND (SP-SM)::,.,
with trace Silt, Medium Dense
5
'LrtJ•
3
15
ss
6
13
1211, ..:...:...:...:...:...:.
2
4:f i
6�
Gray and tan, moist to wet, Silty fine to medium SAND (SM), Very
3�
Loose to Medium Dense
4
22
ss
8
11
j :
M/
9
Trace Clay from 8 to 10 feet
3
—
S
17
ss
3
6
-
-
l
4%
-
6
16
ss
s
9
i
:
i
4
3
—
7
17
ss
z
3
:.
15
z4j�
%j%
_
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
F !
8
21
as
,81
trace Silt, Very Loose to Medium Dense
rY
!::
i
13
6
a
t
12
.
aieii
�
$LI: Lr
14
•1 �_Lr
18
ss
13 1
�
23'
23
5
r};Lt;
'
—
N'.L 1:
1
L'J: t J .
—
•1 LI
ila i
10
14
ss
0
,
,
-10
30
f:GL1:
X.
.
11
23
ss
3
......:...:...:...;...:...:...
—
t:rtr
A'.I' L r
.
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
f the static oWundwaterr
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586

I
1
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I
1
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune NC PROJECT NO.: JX10-116G
cm�nrsr.r•r-wk„»,y.r�nenry.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
B-5
DRILLER: GET Solutions, Inc, LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud_ " DATE: 2-16-11
DEPTH TO WATER- INITIAL*: 10 AFTER 24 HOURS: v CAVING> -C-
m
i1i Z
a °i
a
o a�
w
Description
C7
a
2
a o
m Z
0
5
c U
to
a �'
CO r
fh
3 t°
°
m
@
z
a
v
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content •
N-Value -
1
trace Silt, Very Loose to Medium Dense
7
12
22
ss
1
2
10 20 30 40 5 60 70
—
`J
-2S
2
43
Brown, wet, Silty fine to medium SAND (SM), Very Loose
13
24
—
ss
2
1
1
0...
45
14
—
—
25
o
48
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Very Dense
14
19
ss
s
13
-
15
-
-
—
-35
55
67
15
21
ss
23
37
230
3
~
-40
54j�/
f//i i• /i
16
20
55
13
32
34
—
-d�
` !
63
/If
; �
17
14
ss
—
5
—
-50
—
12
.
MEN
7
8
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
iEEii
18
24
ss
5
7
9
22
ii
r...:...:...:... .. _ _
-
—
7
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
;
14/
19
0
ss
8
11
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
MA = Hand Auger Sample
*Th4, initial groundwater Xaa�Qa eNay not be indicative of the static groundwater BS = Bulk Sample
level._ We�aht of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in peneral accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
,.
c­,,a.==
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 2-16-11
B-5
_
DEPTH TO WATER -INITIAL*: -:Z� 10 AFTER 24 HOURS: -Y- CAVING .-
m
Y �,
a
a oCL
>
a m
3 �O
@
o
TEST RESULTS
Plastic Limit t-1 Liquid Limit
❑
o
Description
z
m a
z
o
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
—
24
8
20
24
ss
e
g
13�
80
is
.............
21
24
5
9
—
ss
"65
28
—
—
—
—
13
%N
--a5—
Boring terminated at 85 ft.
ao
_
90
28
-75
30
9
�,..
-80
32
100
_
_
85
10
90
110
—
34
115
-95
—
Notes, SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial aroundwgter I VVOH = i
PAGE 3 of 3 Standard Penetration Tests were performed in the field in genera/ accordance with AS TM D 1586.

1
0
1
1
L
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: _MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G�
-
BORING LOCATION: See Attached Boring Location Plan _ _ SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: _ gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21411
B-G
_
DEPTH TO WATER - INITIAL': 49� 8 AFTER 24 HOURS: T CAVING> -C
TEST RESULTS
Plastic Limit F I Liquid Limit
DeSCflptlofl
n
d
a
a �'
tO
a
�
cD
o
n m
m
�
F
in a
?
v
Moisture Content - •
W
a)
to
rr]
Z
e
N-Value -
0
10 20 30 40 50 6070
2 inches of Topsoil
_
_
3
: :
—
1
24
ssN
7
1
j
1
Brown, gray and orangish brown, moist, Silty fine to medium SAND
M FILL, Loose
.. ..
:::
2
22
ss9
Gray and orangish brown, moist, Silty fine to medium SAND (SM)
—
with trace Clay, Loose
r
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CO
3
15
ss6Medium
Stiff
10
z
.r::.t
�r:�:c1:
4
Tan and whitish tan to tan, moist to wet, PoorlyGraded fine to
A
2a
ss
10
-
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
! r
t:CL r
e
s
M /
—
:i ;e S i
g
20
ss
6
11
11.
-
-
10
11.L1:
•...
7
jj-
.,.
6
17
ss
8
10
:
-
Ci J:[1
iaa1;
6
6
4
13•f44
I
Qrangish brown to light gray and orangish brown, wet, Poorly
2
�I
_
Graded fine to medium SAND (SP-SM) with trace Silt, Very Loose to
; ; f1F
7
13
ss
2
a
—
Medium Dense
8
14
ss
12
7
. ....
.
7
aa.tr
9
18
ss
3
7
-1
i
10
24
ss
a
1-15
30
10
d11? i j
—_
i
-
33
= :t:
-
-
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Very Loose
Ja:rt
:LS
11
23
ss
1
035
1
;.,.;I,..,-., ;...;...
I
aa.cr
I
-20
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sampie
HA = Hand Auger Sample
BS = Bulk 5ampfe
r = Weicht
PAGE 1 of 3 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

GE
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leleune, NC PROJECT NO.: JX10-116G
Gnnrr :rrl-e. aT...rart. rnr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11�
B-6
DEPTH TO WATER -INITIAL*: V- 8 AFTER 24 HOURS: T CAVING>
c $
J
n m
a w
Description
cl
Q
n o
fl>
E°
a
F
v
o
#
TEST RESULTS
Plastic Limit H Liquid Limit
> �,
�,
❑ E❑
w
M
z
wco
F--
m a
z\
Moisture Content - s
w
N-Value -
10 20 30 40 50 60 70
12
trace Silt, Very Loose
��_��
12
24
ss
2
3
; I
40
2
i:I:
—
1
43c-
Greenish gray, wet, Poorly Graded SAND (SP) with trace Silt, Very
:
:.
2
1
Loose
13
24
ss
2
3
4.0
14
i
-30
36
_
Light gray, wet, Silty fine to medium SAND (SM) with trace Gravel
and Cemented Marine Shell Fragments, Medium Dense to Dense
14
24
ss
1$
a
50
19/f
j :.... ... -
-35
is
—
24
i
15
24
ss
13
13
18
55
—
4$
-
-40
16
20
ss
230
2�/���%i
26
60
26
//./..•
-45
—
39
17
18
ss
18 21
20
65
12-
—
17
/f
i
—
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
18
24
ss
7
"
" '
15
-55
22
.....
—
—
15
_ -
FEW
jf _
---
19
24
ss
5
8
—
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
SS = Bulk Sample
indicative*Tbe initial oroundwabi-readina may not be = Weia f m r
PAGE 2 of 3 Standard Penetration Tests were performed in the field ingeneral accordance with ASTM D 1586

1
1
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS_ New River Camp Lejeune, NC PROJECT NO.: JX10-116G
KiL '-
c00-hw.+•
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
B-6
DEPTH TO WATER - INITIAL*: $ 8 AFTER 24 HOURS: CAVING> -L
a,
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
�
QJ
DeSCrlptbn
c
E Z
E
E
o
w g
a E
in
m a
Z
o
Moisture Content - 0
N-Value -
10 20 30 40 50 60 70
j
—
24
20
24
ss
6
»
16
sa
15
—
% rr
5
21
24
ss
13
_
5
14�
.
Boring terminated at 85 ft.
-70
90
-75
28
95
0
-
100
- -
32
105
-90
11D
-
34
Notes: SS= Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample -
r m wnler vol WOH _ Weiaht of Hammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

a
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
'
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Baring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
B-%
DEPTH TO WATER -INITIAL $ 11 AFTER 24 HOURS: CAVIll -C-
o r
e
o
TEST RESULTS
ro J
a
Description
QL
E
E$rm
E
tO
ov�(
Plastic Limit H Liquid Limita
L
❑
m
z
n
u,
in3
�Moisture
z
Content - •
oD
N-Value -
0
0
10 20 30 40 50 60 70
5 inches of Topsoil
4
4
E
1
24
ss
4
6-
2
Light brown and orangish brown, moist, Silty fine to mrdium SAND
2
(SM), Loose
3;
2
23
ss
a
7
s
Tan and light brown, moist, Poorly Graded fine to medium SAND4
s
-
(SP-SM) with trace Silt, Medium Dense
3
12
ss
$
14j
15
Light gray and orangish brown, moist, Silty fine to medium SAND
7
7
%%%�l
;EN/
(SM) with trace Clay, Medium Dense
4
19
ss
e
12
g
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) with
..
h
$
3
�1
f
trace Silt, Loose
ri:r1:
a .,, . }
5
19
ss
4
7
.
}
z
i• :. . )...:...: :...
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
2
-
SM) with trace Silt and Clay, Very Loose
i:rt t•
6
22
ss
1
3
11,
•
10
7 a:Cf
N - -
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
.+:
s
i5
trace Silt, Medium Dense
i:.r °•
7
17
ss
a
13
—
g.....
.,..:.. -
18,
Gray, wet, Sandy Lean CLAY (CL), Very Soft
WOH
0
8
24
ss
1
1
8
N-- -�
B
20
1
—
23
3
:
Tan, wet, Silty fine to medium SAND (SM), Very Loose
9
18
ss
0
i
25
1
Light brown and orangish brawn, wet, Silty fine to medium SAND
(SM), Very Loose
10
17
ss
,
2
30
-10
—
10
Light gray, wet, Poorly Graded SAND (SP- SM) with trace Silt, LOOSE":
a
11
24
ss
s
10
%. .
"
a:Ft1
4
3
4-15
7;c C L
38
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
: ;:::
7
j
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample '
*The initial groundwater reading - i fHammer
PAGE 9 of 2 Staridard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

I
0
I
I
I
U
I
0
GET
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loadinq Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd73
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
p -
GaiaB:.kN •F.CM•wnrsul•71@f�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION; 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
B-%
DEPTH TO WATER - INITIAL*: 4Lz 11 AFTER 24 HOURS: v CAVING -L
zi
-j
n
Q a�
Description
n
a o
E
a
° Q1
E
3 �O
TEST RESULTS
Plastic Limit H Liquid Limit
�,
w
�,
E
N w
o
C9
z
E
m
F-
o �,
m a
e
Moisture Content - •
Z
N-Value -
10 20 30 40 50 60 70
1
trace Silt, Medium Dense
12
24
ss
7
14
i
40
s
_20
-
13
24
ss
$
19
45
13
14
-25
2021
j
_
4
Light gray, wet, Poorly Graded fine to coarse SAND (SM) with e
trace
.
14
24
ss
„
Gravel and Cemented Marine Shell Fragments, Medium Dense to
11,o
5o
—
Very Dense
0
1
58/�/��
15
23
ss
327
1
32
3
—
16
39is 502
8
ss
50 12"
100ISOM,-
so
�1z-
/
_
-40
.....
Boring terminated at 63 ft.
—
Refusal at 63 feet
65
-45
70
-
0
22
-55
Notes: SS = SpUt Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the Field in general accordance with AS TM D 1586.

ai
GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Canip Le'eune, NC PROJECT NO.: JX10-116G
entxreexa.r.. enrneirnr�.l•Ru1 -
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rota Wash "Mud" DATE: 2-21-11
QQ
B-U
DEPTH TO WATER - INITIAL*: `0 6 AFTER 24 HOURS: 4 CAVING f-
o
L
L
U
a,
m
a�
ao
TEST RESULTS
}
'EL
C
Description
a
.o
d
E Z
n Q
E>
a �'
E
3 10
o a,
@
Plastic Limit H Liquid Limit
p E❑"
M
rn �
m n
Z
o
Moisture Content - 0
cu
cn
N-Value -
fl
10 20 30 40 50 60 70
1 inch of Topsoil
4
.0
1
10
ss
4
7
Brown, moist, Silty fine to medium SAND (SM), Loose
3
Light gray and orangish brown, moist, Silty fine to medium SAND
s
!j
_
(SM) with little Clay, Medium Dense
2
24
ss
12
5
5
Light gray and orangish brown, moist, Clayey fine to medium SAND
4
(SC), Loose
3
iG
ss
5
8
" -
10
6
Whitish tan and light brown, wet, Poorly Graded fine to medium
"
5%
—
SAND (SP-SM) with trace Silt, Medium Dense
rX. 1:
.:,: f F
4
24
ss
9
11
r
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
=I;'. F 1 "
ri:n:
17
6
1a
.
—
trace Silt, Medium Dense
5
ss
%J
—
,o
is
'::
.......,,
Orangish brown and tan, wet, Poorly Graded fine to medium SAND
is".?.
4
(5P-SM) with trace Silt, Loose
!:Ctl•
,.r. r r
6
16
ss
s
9
-
-
4
13
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
:::
I a: t:
6
5
// . .
trace Silt, Very Loose to Medium Dense
.,., t f
6
11
15
1 •I•
g20
7:I:rl
- -
-5
-
I:rii
.-_.. .. .. .
i:rrt
10
-;C[
-
f -
-
•I'I:l 1,
10
23
ss
2
3
5
.
.t-rtt
-
-1
10
7L1:if
:
-
7:cC[
Ia zi
11
22
ss
?
3
.
35
r'
i
�1•ti;
-
2
-F1
_
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
,:,: r [
3
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
groundwater Q=Ujan mav not be indicativei =
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

t
A
A
1
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
^T
e.,•e.ern,�. e•r��
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
B-S
DEPTH TO WATER - INITIAL*: -V- 6 AFTER 24 HOURS: Z- CAVING f.
o
t N
L
m
m
m
Q
TEST RESULTS
Plastic Limit H Liquid Limit
a
E
m a�
Q aU
m a?
w
Description
n
a o
E Z
E
E
3 `o
o
m#
w
Q E
0
cn O
fn f-
to Q
z
o
Moisture. Content- •
N-Value -
-t_
trace Silt, Very Loose to Medium Dense
12
24
ss
2
5
10
20 30 40 50 60 70
.. •
lS.l1;
7
2
—
a . I. }
'L7:
13
22
ss
4
45
f7.
9
7 _
-30
14
'1:ttI
'
—
_
38
., .......
/
_
48
Light gray, wet, Silt fine to coarse SAND 5M with trace Gravel and 9 9 y Y ( )
Cemented Marine Shell Fragments, Medium Dense to Very Dense
...
14
21
as
17
1e
50
s,
16
-
-
-
r
26
IMMEN"11,5
15
16
ss
14
1
5
S1
.
—
18
100
100
j� _
—
16
—
4
—
SS
501a•
5014'
-
60
5014.1
-45)100
—
100
17
3
Ss
5013'
SOW
so14
-50
20
:UT
14
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
18
24
4%���
e
70
ss
9
-55
22
—
14
f "
19
24
ss
5
6
_
75
:::::
0
—
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
-60
Notes: SS = Split Spoon Sample
ST = Sheiby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Weicht of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance will) ASTM D 1586,

a
GET
lr.rcrf�c-C. rOrewe'�•7arlxS
BORING LOG
B-8
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO-: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
DEPTH TO WATER - INITIAL`: -V 6 AFTER 24 HOURS: 17- CAVING> -
'
'
o�e
�
a
w w
L
m m
Description
ro
E Z
G1
E u
—
v1 =
o
y
3
j
o
TEST RESULTS
Plastic Limit —I Liquid Limit
w
w 2❑
E❑
(D
U)
C
in
m a
z\
Moisture Content - •
,
N-Value -
10 20 30 40 50 60 70
24
20
24
ss
6
6
to
16
80
•65
"
g
21
24
ss
17
23%
;
s
14
Boring terminated at 85 ft.
40
,
-75
28
95
-80
;
5
3
105
-90
5l
-
-
4
-
17
-
Notes:
SS= Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 3 of 3 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1566.

1
1
1
1
0
A
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G T
'
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
B-9
DEPTH TO WATER -INITIAL*: 4�1 11 AFTER 24 HOURS: — CAVING> f-
o
t
L
2
a)
�,
�,
—
N:
a,
a
TEST RESULTS
Plastic Limit H Liquid Limit
m
> Lo
aw
a� a�i
a m
m �'
Description
t
6
m
E
o
j
w g
o E
Ln
CU
m n
z\
Moisture Content •
Ln X8.1
N-Value -
10 24 30 40 50 60 70
3 inches of Topsoil
_
_
200.2
Brown, moist, Silty fine to medium SAND (SM), Very LooseLight
1
17
ss2
rT
gray and orangish brown, moist, Clayey fine to medium SAND
:
(SC), Very Loose
2
12
ss2
2
Light gray, moist, Silty fine to medium SAND (SM), Very Loose
—
3
18
ss
2
3
15
1
. .
Light gray and tan, moist to wet, Poorly Graded fine to medium
a:: [ r
4
_
SAND (SP-SM) with trace Silt, Loose to Medium Dense
r;.i,:
4
16
ss
4
5
=
1
8
5
9
ss
5-
5
4
•
10
't J: t3.
aa.[i
11
....... ........ ..
j
6
11
4
ss
6
—
ri:n:
-
-
4
7
11
ss
7
91
.1 t
Brown, wet, Poorly Graded fine to medium SAND (SP-SM) with trac
}{: r{•
—
Silt, Medium Dense
,
8
10
ss
s
14
2
: cl:[
s
o
7:I: L t
'
.
---
23
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel and4
_
25
Cemented Marine Shell Fragments, Medium Dense
9
24
ss
14
21
-
-
10
18
ss
6
16j
30
7
a/
10
-.
11
j
11
23
ss
26
5
s
4
l/
_
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
; ;:;:
4
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE i of 3 Standard Penetration Tests were performed in the 6'eld in general accordance with ASTM D 1586.

4i
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
"
GVSN"Jrai•Cr:rmuYn�•7,f(HK
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
B-9
DEPTH TO WATER -INITIAL*: 4,2� 11 AFTER 24 HOURS: — CAVING> -0-
c o
a�
Q y
Q �,
DDescriptionz
Q
a o
Q-
a °'
3
m
a
TEST RESULTS
Plastic Limit H Liquid Limit
o
�,
tYa)
cn r
m a
z
v
Moisture Content -•
Lid
N-Value -
10 20 30 40 50 60 70
112
40
trace Silt, Medium Dense
_
12
24
ss
6
8
11
-20
:.
5
13
21
ss
a
15
4
14
48
Light gray, wet, Silty fine to coarse SAND {SM}with trace Gravel an
14
22
.. .
MEMO/,
Cemented Marine Shell Fragments, Medium Dense to Very Dense
ss1525
50
zo
-30
iiiii
...:...:...:...:...:...:...:...
15
2955
—
15
17
12
ss
3//
-35
8
100
%100
��
16
4
ss
SolS"
OU
—
60
50l5
-40
—
'
3
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense17
---
6
24
ss
13
65
20
::..:
11
-
18.
24
55
4
5
5
'
22
14
19
24
ss
5
—
r
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
-5
I
d
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initialr =
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
1
1
[I
11
I
F,
0
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710_Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
c� �h.�•�•a ��,.-n
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 4-1-11
B-9
DEPTH TO WATER -INITIAL*: -V- i 1 AFTER 24 HOURS: v CAVING> -L
a 4w
v
Q,
O
TEST RESULTS
Plastic Limit H Liquid Limit
m �
V)
5- Q7
0 �,
n a�
2
Description
a,
a o
E Z
a 1.2
E
a
E
3 1O
a c
�
w g
a E
0
m a
z\
Moisture Content- •
N-Value -
14 20 30 40 50 60 70
24
20
24
55
17
/
17
........... .........
T
6
� �
21
24
ss
e
16
2101
��
Boring terminated at 85 ft.
_
-65
90
28
:
-75
95
30
100
-80
-
105
d5
110
34
:
11
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
inilial aroundwater reading may not be indicative of the static oroundwater jgvet WQH = Might of Hammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with A STM D 1586.

GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Samforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G-
�*�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
B-1
DEPTH TO WATER - INITIAL*: -U, 11.5 AFTER 24 HOURS: v CAVING �L
O $
L �L..
U
�
al �
�
Vl =
j
o
O
TEST RESULTS
Q m
v„
Q �,
Description
Q
Q o
E Z
a y
E g
m
3 °O
�,
Plastic Limit H� Liquid Limit
❑ E
a
C7
m n
.
v
Moisture Content - 0
w
N-Value
a
a
10 20 30 40 50 60 70
_
8 inches of Topsoil
;
2
j
—o.67Y
1
24
Ss
3
5
j
Orangish brown, moist, Sandy Lean CLAY (CL), Medium Stiff
3
—
20
2
Slightly mottled ra oran ish brown, moist, Sand Lean CLAY CL
9 Y 9 Y- g Y � )�
2
20
ss
4
6
9
j
stiffa
5
$
Light gray and orangish brown, moist, Silty fine to medium SAND
'.'.
3
20
15!
(SM) with trace Clay, Medium Dense
ss
e
s
Grayish brown, moist, Silty fine to medium SAND (SM), Loose to
Medium Dense
a
21
ss
6;
6
12
1/m/n/1'
1
6
Trace Clay from 8 to 10 feet
4
....
5
18
ss
5
9
Orangish brown and tan, moist to wet, Poorly Graded fine to mediu
:1:: c 1
6
6
s
rJ
.
SAND (SP-SM) with trace Silt, Loose to Medium Dense
1 •1: c I•
SS
2
i
44.
2
4
:I a:it
i a: r r
7
20
ss
b
15
15
10
Gray, wet, Sandy Lean CLAY (CL), Very Soft
0
—
8
24
ss
1
1
e
20
0
6
23
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
-
ie
%f��%
—
Cemented Marine Shell Fragments, Medium Dense to Dense
9
21
ss
17
33�/%f
25
21
10
23
ss
14
"f
_1
10
- -
j
11
23
ss
e
1235
7%�
-i5
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
NOteS: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I 'The ini ' = Welaht of Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
i
u
I
I
1
A
I
U,
1
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
,���.,•F•��R ra•r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
B-1 O
DEPTH TO WATER - INITIAL*: -�z, 11.5 AFTER 24 HOURS: CAVING> f-
o x
u
y
a
TEST RESULTS
Plastic Limit 1-1 Liquid Limit
�,
a Q1
�,
n v
�,
Description
a
,�
Q o
E
a
E >
61
E
i°
o ;,
w g
o E
w
z
rn
U) m
W
N
m n
4
Moisture Content - •
N-Value -
1
10 20 30 40 5 60 70
� .
trace Sift, Loose to Medium Dense
12
23
ss
5
9
40
8
�.
-20
-
-
-
13
20
ss
11 a
24
45
15
i/
14
-25
-
31
...................
/
48
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
14
20
55
7�
15
Cemented Marine Shell Fragments, Dense to Very Dense
i
38
50
30
48
15
17
ss
27
15
35
—
is
54
16
23
ss
21
z
a
-40
_
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
17
5
20
Medium Dense
12
ss
5
10
.45
-
18
24
ss
5
10
7
.....
7
•50
12
19
24
ss
1s%
—
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Medium Dense
=
55
-
-
-
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwa he static; aroundwaf— lg --I WOH = Weiaht-of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Cam Le'eune, NC PROJECT NO.: JX10 116G
_.,r.• ...._
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
B-1 U
DEPTH TO WATER -INITIAL*: sz 11.5 AFTER 24 HOURS: CAVING _C_
o
L
w
TEST RESULTS
Plastic Limit }- l Liquid Limit
m
,��,�,,,�
a
a
Description
a
a a
�zFgF
a>
a °'
3 c°
o�
@(
w
o E
o
o
co
m a
z
Moisture Content - •
a
N-Value -
10 20 30 40 50 60 70
24
20
24
55
11
so
13
60
21
24
ss
6
23
.
2
fj
26
goring terminated at 85 ft.
-65
28
-
-70
95
-7
30
ID
32
1
110
-
34
-90
:
115
Notes: SS = Spht Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial (nu terreadinamayn be indicalive of the static= Welcht of Hammer
PAGE 3 of 3 Slandard Penetration Tests were Performed in the field ingeneral accordance will) ASTM D 1586,

1
1
1
d'
1
1
1
VET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G _
.r.v N.:„ "
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
B-11
DEPTH TO WATER - INITIAL': �5- 11.5 AFTER 24 HOURS: -T CAVING -C—
O 0
L
y
.0
2
O
Q7
UJ
o
p
TEST RESULTS
Plastic Limit I —I Liquid Limit
m
u7
�!
a)_
N w
Description
Q
°' o
E Z
n
E0
E
`°
o ;,
m
w g
E
m
c
cn D
m Q
z\
Moisture Content - •
N-Value -
-
a
10 20 30 40 50 60 70
9 inches of Topsoil
;;;
2
20
::
1
24
ss
2
4
;
,75
Brown, moist, Silty fine to medium SAND (SM), Very Loose
z
—
2:-.
Orangish brown and brown, moist, Clayey fine to medium SAND
z
'
—
(SC), Very Loose
2
20
ss
2
a
5
Light gray and orangish brown, moist, Silty fine to medium SAND
; ;
3
(SM) with trace Clay, Loose
3
18
ss
4
8
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
f
r?
s�
with trace Silt, Medium Dense
;
4
18
ss
B
12
}
Tan and orangish brown, moist, Silty fine to medium SAND (SM) wit
4
—
trace Clay, Loose
::::;
5
19
ss
3
5
l
4
:.....
-10.....,
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
'.i". f?,
s�
10
i -
SM) with trace Silt, Medium Dense
� ; r
6
17
ss
7
12
j
4
13
Tan, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
:::
1+ r+
5
Silt, Medium Dense
;�; i
7
16
55
o
17jll
; .. ...
15
—
t; ; t•
1 1
.
—
1xLr
Gray, wet, Sandy Lean CLAY (CL), Soft
—
B
8
23
ss
?
3
:
20
2
_
9
_
24
ss
6
i0
0
`
..
17
` =
—
23
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel and
Cemented Marine Shell Fragments, Medium Dense to Dense
g
25
12
-
13��
10
23
SS
6
17
`M��
30
1.1
.10
10
_
33
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
:::::
5
trace Silt, Loose to Medium Dense
i is :
11
23
ss
5
10
j
35
5
-15
Cemented Marine Shell Fragments from 33 to 35 feet
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
--
5
7
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulls Sample
I 'The initial aroundwAptUr regglit? mayno be indicative of the gWtic arou dwatorlevel. WOH = WeiQht of Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

GETPROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
LEEHT:A
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX1 D-116G
Grv.oFN •Fipmmr.Jl•fitNw� BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG DRILLER: GET Solutions, Inc. y LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" _ DATE: 3-25-11
B- a 1 1 DEPTH TO WATER -INITIAL*: a 11.5 AFTER 24 HOURS: -T CAVING f-
ro a TEST RESULTS
Q a o a � Q Plastic Limit I--i Liquid Limit
O E o w Description z m n- v Moisture Content - 0
Lu C7 (n W z o
N-Value -
10 20 30 40 50 60 70
Medium Dense 12 24 ss 6 14
ao-20
7 %j13 23 ss 7 14 /
a 8
25 14
Light gray, wet, Silty fine to medium SAND (SM) with trace Gravel 1��%l
and Cemented Marine Shell Fragments, Medium Dense to Very 14 20 ss 1223
Dense 26
-30
21
34
15 20 ss 35
53
-35
21
1e 16 18 ss 12 45
-4p
63 '
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense s
17 24 ss s 12 :
8
_ 20 :
5
5
18 24 ss s 11
70
-5 :
22 - -
19 0 ss r 14
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Notes: SS = Split Spoon Sample '
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample '
il aroundwater readina may not be i = Weiaht of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

0
I
1
1
Ll
LJ
I
I
0
1
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
Gurnhridrr!-F..NR�mrnwl•hssrng
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
B-11
_
DEPTH TO WATER - INITIAL*: -;,z 11.5 AFTER 24 HOURS: --T- CAVING> L
o
s
TEST RESULTS
Plastic Limit H Liquid Limit
IE
a
m
ao
m
a(u
cO
m
w
oDeSCrlptlOn
z
wm��
m
zaMoisture
Content -
a
N-Value -
10 20 30 40 50 60 70
a
20
24
Ss
20
15
i
13
j
21
24
SS
7
Boring terminated at 85 ft.
�$
0
-70
28
B
-75
_30
:
100
-80
:
3
10
—Li —(
0
—34
115
-95
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Weiaht of Hammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
`-s---.n
���=p•r•�•�••r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
B-12
DEPTH TO WATER - INITIAL`: s 11 AFTER 24 HOURS: -T- CAVING f-
:E
Q
Q u,
�'
Description
a
d
o�
E>
a m
E
3 rD
a
1
m(
O
TEST RESULTS
Plastic Limit H Liquid Limit
CD
p E
d
ro
M z
)
�,
m a
Moisture Content - •
En of
Z
o
N-Value -
10 20 30 40 50 60 70
p
4 inches of Topsoil
2
;
1
20
ss
Z
i
4
.3
Brown, moist, Silty fine to medium SAND (SM), Very Loose
s
j
Slightly mottled orangish brown -gray, moist, Sandy Lean CLAY (CL),
3
Medium Stiff
2
21
ss
4
7
..................... ...
�
4
12
36.5
4
Gray and orangish brawn, moist, Silty fine to medium SAND (SM)
with trace Clay, Medium Dense
..
::::.
3
18
ss
s
7
s
—
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium dense
a.1'Lf
ra.li:
: i }
4
24
ss
6
9
15
2
14-
m-
8
Tan, moist to wet, Poorly Graded fine to medium SAND (SP-SM)
�+
+'+• c+:
7
with trace Silt, Loose to Medium Dense10
i i Gi
5
17
ss
e
15
//
.I -xlr
5
3
-
t;a+'
6
18
ss
3
6
10
4
13.
Tan, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
4'+• c+:
s
—
Silt, Medium Dense
i;il
7
lfi
55
s15 s
12
1/011"
i•.r.cf
1 1:t•r
—
18
Dark gray, wet, Silty fine to medium SAND (SM) with trace Clay, Ve
s
Loose
a
23
ss
2
f
o
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel anda
:...:...:. .:...:...:...:...
R
_
Cemented Marine Shell Fragments, Loose to Medium Dense
9
22
ss
a
4
17/
10
8
-
&
—
10
24
ss
3
7
'
a
4
io
12
11
24
ss
$
5
1s
. .
38
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
......
;:;:
7M
6
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initialI 'The "r level WOH _ Weiaht of Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

1
1
1
1
1
I
I
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
y�
ro,Kc•sa .c.R, m.r�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 4-1-11
B-12
DEPTH TO WATER- INITIAL*: 11 AFTER 24 HOURS: .T, CAVING> f-
L
m
m
DeSCI Iptipn
z
E
E
o
f
o
TEST RESULTS
Plastic Limit I I Liquid Limit
w
© E
o
�M
fin
Ei a
z
o
Moisture Content - •
N-Value -
12
10 20 30 40 50 60 70
trace Silt, Medium Dense
12
20
ss
7
13
-
4
-20
-
16
13
22
ss
7
9
45
g
14
.....,:......... .. ......
25
.
_
.i :...:...:.. .
48
Light gray, wet, Silty Erne to coarse SAND (SM) with trace Gravel an
12
Cemented Marine Shell Fragments, Dense to Very Dense
14
21
ss
21
33
�/
-
27
1/�
-30
16
—
13
15
17
ss
25
46
%���.:..._...,..
221
8
-35
-
18
---
31
13
16
19
ss
48
54
-
=
3
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Densc
5
—
17
24
55
b
11
j
j
-
5
7
-45
7
11
..
18
24
ss
7
0
22
-
5
75
19
24
ss
13
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
-55
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r f oLaundwateLreadina may no(be indicative of the statfc groundwater level, WOH = Weiaht of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
_
cr.,i:�:,c.rre�ew uv.rnr
BORING LOG
B-12
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, N_C PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
DEPTH TO WATER -INITIAL*: 4W� 11 AFTER 24 HOURS: 15- CAVING -C-
c $,
m
wQ
n JE_
n u
o w
Description
a
n o
Z
a m
in a
�,
z
c
cl
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
60
24
80
20
24
ss
6
o
13
16
1fi
%i
�� . . .
I WH' .
% - -
�%/
- .-
- -
-70
26
21
24
ss
7
10
16
Boring terminated at 85 ft.
-
28
3
—
32
0
-75
100
105
-0
110
34
—
-90
115
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
BS = Bulk Sample
initial
�l
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

I
1.1
1
a
I
I
11
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
_ -
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le-eune, NC PROJECT NO.: JX10-116G
- -
cnomh,xr.c.am� ��.rrur
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE; 3-24-11
B-13
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: 4� CAVING> f-
o x
L
L
U
�,
�,
w
o
TEST RESULTS
Plastic Limit H Liquid Limit
°'
a�
Description
a
�
'� o
ro Z
E o
Q
E
3 `D
o m
ro
0)
g
o�
E
t-
m 'L
Z
o
Moisture Content - •
w
N-Value -
10 20 30 40 50 60 70
6 inches of Topsoil
?
1
21
ss
z
3
-
0.
Brown, moist, Silty fine to medium SAND (SM), Very Loose
3
=
;
Orangish brown and gray, moist, Clayey fine to medium SAND (SC),
3
Loose
2
20
ss
4
g
.:...: . ..................... .
—
Gray and orangish brown, moist, Cla ey fine to medium SAND (SC),
4
Loos
3
17
ss
e
9
_
z
Tan, brown and orangish brown, moist, Poorly Graded fine to
rj'.ri.
s/S�
12
_
��
medium SAND (SP-SM) with trace Silt, Medium Dense
J:Crf
::. F i
4
15
55
iz
23
1
-
f1:E}:
10
—
�J`.rs,
I•i_cr
5
16
ss
22
—
10 -17
::
9
--
10
Light gray, wet, troorly fine to mium D (SP-SM) with
10
'r.
3
...
acce SGaded
r, Loose to Medium Dense
_'?'
6
22
ss
5
%
—
4
7
e
—
iacr
17
ss
13
-
'
J:1:rr
Gray, wet, Clayey fine to medium SAND (SC), Very Loose
—
e
8
21
ss
3
—
20
2
-
2
—
9
22
ss
2
..:
—
6
.5
8
—
10
24
ss
3
4
4
7
;
_
28
Light gray to greenish gray, wet, Poorly Graded fine to medium
SAND (SP) with trace Silt, Loose to Medium Dense
30
-10
Gravel and Cemented Marine Shell Fragments from 33 to 35 feet
—
11
23
ss
a35
1fi/
9
l.
Lfl
—1 `5
Light gray to greenish gray, wet, Poorly Graded fine to medium
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= f Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the meld in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
�_„�„y. •r•..K�.••r •r. y
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
W
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash 'Mud" DATE: 3-24-11
B-13
DEPTH TO WATER - INITIAL*: 4Z, 10 AFTER 24 HOURS: Z, CAVIl -C-
c
momo
Description
n
Q o
= o
o
�,
7,�oO
a
TEST RESULTS
Plastic Limit - Liquid Limit
E
Qt
ZE�
U
U
Fa
z
Moisture Content- •w
N-Value -
10 20 30 40 50 60 70
12
SAND (SP) with trace Silt, Loose to Medium Dense
1
12
24
ss
6
11
-20
40
7
13
24
ss
o
16
14
4
10
31j�/
/
r-21
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel and
Cemented Marine Shell Fragments, Medium Dense to Very Dense
14
24
ss
15
23
6
13
16
-
l / l-
-
-
2O
—
15
17
ss
zs
59
j�//�/ j��
/ l`i/ //�%
5
45
/ / . 1/•/�/' ///•
;
.35
77
18
-
-
16
19
ss
38
27
% �/ ii/f��
mmnm �
/,
60
31
-40
19N
17
24
ss
22
i0
�:
_
65
:...:...:... ...
•45
20
—
—
10
/r
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
18
24
ss
s
—
Medium Dense
:::::
.....
5
70
-
22
19
24
ss
10
12
_
—
5
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
-55
Medium Dense
Notes: SS - Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
SS = Bulk Sample
initial-- Wgial of Hammer
PAGE 2 of 3 Standard Penelraliori Tests were performed in the field in general accordance with ASTM D 1586.

11.1
1
1]
Ll
I
I
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Cam Le'eune, NC PROJECT NO.: JX10-116G
Gnmhvrtl •Frpmwewnvl•rp.9r
BORING LOCATION: See Attached Boring Location _Plan SURFACE ELEVATION: 21 MSL
1�
BORING LOG
DRILLER. GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
B-1 3
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: v CAVING f-
o
u
m
U1
a -
a
TEST RESULTS
Plastic Limit f-I Liquid Limit
C
0
Description
E z
C>0
y
E
w
E
4.2
c�
M
m
N I
m o
Z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
-
24
i
20
24
ss
7
a
15
0
12
-
- -
6UNIONISM
21
24
ss
6
23
28
85
- -
Boring terminated at 85 ft.
3
28
5
-75
130
-
32
1
110
-90
34
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
1 *The initial u[guadljafe� Xga�?o iNay not be indicative of the static oroondwater levot WnH - Weiohtof Hammer
PAGE 3 of 3 Standard Penetration tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New R)ver Camp Leieune, NC PROJECT NO.: JX10-116G
IRS.
h..F.ti �.rm
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: _ gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
B-14
DEPTH TO WATER - INITIAL*: $ 10 AFTER 24 HOURS: = CAVING> -C-
O .1—'�
i
L
U
N
Q1
N
N=
o
O
TEST RESULTS
Plastic Limit H Liquid Limit
d)
CD0
DeSCI Ij]tlOrl
-
Q d
L m
3 Zo
w
o m
z
m a
z
o
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
8 inches of Topsoil
�-
t
1
24
ss
2
3
5 0.67......
Brown, moist, Clayey fine to medium SAND (SC), Very Loose
2
Orangish brown and gray, moist, Clayey fine to medium SAND (SC),
2
'
_
Loose
2
6
ss
4................
6
..............
-
4
-
s
Gray and orangish brown, moist, Silty fine to medium SAND (SM)4
6
.
with trace Clay, Medium Dense
3
24
ss
$
12
1
Tan, brown and orangish brown, moist, Poorly Graded fine to
6
2
—
medium SAND (SP-SM) with trace Silt, Medium Dense
14
to
V7r1.
4:l: C rs
13
j -
/
�
5
15
ss
r. .
10
Tan and light gray, wet, Poorly Graded fine to medium SAND (SP-
i i
i:�'FV
6
a
8
SM) with trace Silt, Loose
:itr r
12
ss
4
2
4
:a=ri
i
7
13
55
4
8
15
6'
r C
6
Orangish brown and gray, wet, Poorly Graded fine to medium SAND
(SP-SM), Very Loose to Loose
L."`l:
.]?:
3
2
s
j
` .
—
20
1
3
-
77r r t
-i:fii
9
8
ss
o
1
5
0
EN . .
—
28:::Fi.
4
Light gray to greenish gray, wet, Poorly Graded fine to medium
.
SAND (SP) with trace Silt, Loose to Medium Dense
10
23
ss
3
7
0
4
io
Gravel and Cemented Marine Shell Fragments from 28 to 30 feet
.....
10
;. ....,...
11
23
ss
6
6
Light gray to greenish gray, wet, Poorly Graded fine to medium
Notes; SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initiai aroundwater readina may not be indicative= Weic
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

I
1
i
I
u
0
1
GETPROJECT:
P705 Aircraft Main._ Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
ewa..e••u.i.r.d o-� w.rxer t
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER' GET Solutions' Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
B-14
DEPTH TO WATER -INITIAL*: 10 AFTER 24 HOURS: = CAVING> -C-
Z
`
L
N
m
oo
TEST RESULTS
Plastic Limit H Liquid Limit
> j
m
Q) m
Description
z
E u
o
j
ED
w>
o
0
rn
u,
m a
z
o
Moisture Content - •
N-Value -
tz
—
a
SAND (SP) with trace Silt, Loose to Medium Dense
12
24
ss
6
10
10 20 30 40 5 60 70
—.
.
•20
—
13
24
ss
8
a
14
45
-2
14
....
_
j jam`
Light gray, wet, Silty fine to medium SAND (SM) with trace GraveE
21
—
and Cemented Marine Shell Fragments, Dense to Very Dense
14
24
ss
46
45
—
62
1516
20
ss
41
55
35
:
-
34
16
20
ss
131
7
48
60
16
-40
-
-
—
12
..
17
24
ss
6
7
-45
20
—
.
=
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
e
—T
18
24
ss
6
j
7
22
—
'
s
75
19
24
ss
s
13
j
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
-55
Notes: SS = Sptit Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
rOMMORRIam
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
—,
c�.n-m.r.r.r�nw•r y,.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
B-14
DEPTH TO WATER -INITIAL*: U 10 AFTER 24 HOURS: CAVING
o
`
Y
�
c
n
a
n �'
3 cP
'
o
TEST RESULTS
Plastic Limit I -I Liquid Limit
Q
J
E
p
Description
E z
E a
N
E
o
m a
j#
\
Moisture Content •
w❑
N-Value -
10 20 30 40 50 60 70
—
24
20
24
ss
y
16
i
6
i
21
24
ss
7
9
16!f/'.
-
_
26
12
Boring terminated at 85 it.
-65
a
0
-7
28
95
-75
-
30
100
_
32
105
34
11
a
No
tes;
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
=
BS Bu" Sample
..
f
= W i m
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

0
1
u
I
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
'
ficH.'h•drN•r.wJ!riunrvW•Lgx�
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
B-15
DEPTH TO WATER - INITIAL': -V 11 AFTER 24 HOURS: CAVING L_
o x
r t2
Y
m
a
a
m
Q
TEST RESULTS
Plastic Limit H Liquid Limit
iu
a
m
a a
a m
a
Description
n
,�
n o
E Z
a>
E 0
a a
E
3�
o
—'�
w g
d E
a
a
in n
z
a
Moisture Content- •
of
N-Value -
0
0
10 20 30 40 50 60 70
7 inches of Topsoil
s/
EEEEi
1
24
ss
5
12
j
58
Dark brown, moist, Silty fine to medium SAND (SM), Medium Dense
Orangish brown, moist, Sandy Lean CLAY (CL), Stiff
s
—
%
2
18
ss
4
4
10
58.4
j �1-�..:...:...:.......
4
Orangish brown and light gray, moist, Silty fine to medium SAND
: i.::
1
a
f
(SM) with some Clay, Loose
i
; ;
3
19
ss
4
4
8
?
/
Gray and orangish brown, moist, Silty fine to medium SAND (SM),
Loose
: =
4
18
ss
3
Tan and brown, moist, Poorly Graded fine to medium SAND (SP-
'I;ly t i
3
—
SM) with trace Silt, Loose
a �: }
5
14
ss
7
.
s
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP—
-.V: i i '
a
..
—
- SM) with trace Silt, Loose to Medium Dense
?;ra1..
6
15
ss
4
8
-
+7:tr
3
7
14
ss
a
8-
-
1.I.Lr
-
66
8
11
ss
12
20
]'v r 1
4
................................
rJ.
9
. .
�:
—
Light gray and orangish brown, wet, Poorly Graded fine to medium
SAND trace Sllt, loose Medium Dense
9
14
ss
5
(SP-SM) with to
:j[1]�
4
8
o! (j.
a. f i •
7
10
21
55
7
14
10
:r.rt
11
22
ss
17
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
::c:: '
6%
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Weiaht
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with AS TM 0 1586,

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Samforih, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
�<mhn�r •r.e��ti,w.ravrm
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
B-15
DEPTH TO WATER - INITIAL*: � 11 AFTER 24 HOURS: Tr CAVING f-
o r
m
a
a s
a
2
n
a
W
a °'
3 CD
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
�,
E
w
Description
z
rn
t-
m a
?
z
Moisture Content •
w
�
4
N-Value -
10 20 30 40 50 60 70
12
trace Silt, Medium Dense
12
24
ss
s
14
/ / .
_20
40
-
13
21
$s
8�
19
•25
45
19
..... ....
14
Light gray to gray,wet, Silty fine to medium SAND SM with trace
14
23
'a13
_
Gravel and Cemented Marine Shell Fragments, Medium Dense to
ss
•30
50
Very Dense
24
6
3aj
��/ :......
15
17
ss
is
o
20
29
%gol�EMO/
26
16
18
ss
50
44
40
94�j�/
-00
60
—
.iY,/
ao:
/� %/7-��
�j
—
5015"
-
[
17
6
ss
5015
5015"
100
�I/�i,`
-45
65
5015"
2
11
.......:...
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
".'.
18
24
ss
5
0
7a
6
22
:::..
�%
5
19
24
ss
10
17
-55
—
75
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
15
r"' _
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial rn i i WOH = Weiclht pf Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586

I
1
1
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT
ECT NO.: JX10-116G
c� F.d— flab"
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
B-15
DEPTH TO WATER -INITIAL*: A• 11 AFTER 24 HOURS: T _ CAVING
o
_
V
w�,
a
a
�'
iO
TEST RESULTS
Plastic Limit H Liquid Limit
CO
v
v v
Description
Q
E
o
E z
O_
E
E
o
w
a E©
9
m n
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
IN,
_247
20
24
ss
19
o
so
�s
i
6
21
24
ss
y
15
-65
26
85
13/
Boring terminated at 85 ft.
-70
90
28
-75
� 5
_
-80
100
•85
32
105
.
110
34
-95
115
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Welpht of Hammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

d
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
��:--r.�s•r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
B-1 6
DEPTH TO WATER -INITIAL*: -V 10 AFTER 24 HOURS: v CAVING> L ,
a z
N
�,
o
TEST RESULTS
>
a Zi
a� 6
a m
n,
Description
a
n d
E
Q>
E >�
°'
E
3 °°
a
m
Plastic Limit H Liquid Limit
w
❑ E❑
m
m
Z
U)
m a
z
Moisture Content- •
o
N-Value -
10 20 30 40 50 60 70
_
7 inches of Topsoilj/
—
0.58`
:::::
1
24
SS
6
11
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
6
f
20
Slightly mottled Orangish brawn -light gray, moist, Sandy Lean CLAY
6j
_
{CL),Stiff
2
24
ss
6
12
f� ..,..•.... .. •.': .-.-..
-
5
4
Slightly mottled Light gray-orangish brown, moist, Sandy Lean CLA
3
17
ss
5
11
z;
j
(CL), Stiff
6
15
Tan, brown and orangish brown, moist, Poorly Graded fine to
r
4
SAND (SP-SM) with trace Siit, Medium Dense
22
ss
20medium
11
517
9
j�
19
l%lo/� - ..
..
sS
S
i//
�OC
1fl'.::
..
6
.
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
I':17 i i
3
trace Siit, Loose to Medium Dense
:r i is
.1•.r.ir
6
17
ss
2
5
% '
1a
3
—
.7a:[r
7
18
ss
13/
75
r•i.,tr
///�
1:r.rt
18
Gray, wet, Clayey fine to medium SAND (SC), Very Loose
'
z
8
22
ss
2
4
2
2
l -
Q
.. ..
-
—
23.....:
6
_
Brown and gray, wet, Poorly Graded fine to medium SAND (SP-SM)'�
.I:?'
3
with trace Silt, Loose
9
22
ss
3
6
_
28
Light gray to gray, wet, Silty fine to coarse SAND (SM) with trace
i
10
5
7j///j
11
—
Gravel and Cemented Marine Shell Fragments, Medium Dense
ss
3
70
,
10
11
24
ss
5
14%�
3t
7
-
38
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
i ::::
6
6
j
Notes: SS = Split Spoon Sample
ST - Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
f
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586

1
1
1
1
1
1
I
1
A
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr„ Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
G,�n�re.r.o+�.,�r•,w-rert�,e�
BORING LOCATION; See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
B-1 G
DEPTH TO WATER - INITIAL': -:L7- 10 AFTER 24 HOURS: s CAVING> �
a�
o
TEST RESULTS
Plasbc Limit H Liquid Limit
>
�Z m
Description
aaj
€ o
Ea o�
a
Em
wO
mo
o
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
12
trace Silt, Loose to Medium Dense
12
22
ss
5
10
��/ : -
-
a
6
IX.
-20
—
13
20
ss
s
15
j
�,
45
14
-25
—
—
14
22
ss
io
23%
;
50
18
0
—
46
53-::'
tight gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Dense to VeryDense
—
15
—
17
ss
22
24
31
-35
52
IN
1 fi
17
Ss
24
26
26
30
60
.4
39��
j
_
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
17
22
ss
i2
Dense
az
s5
2
-0
-
—
..
18
24
ss
5
70
-50
22
—
75
11
19
24
ss
4
10
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Dense
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initLiLmundwater readina may not be indiGalive of the static oroundwatgr level. WOH = Weiaht of Hammer
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

d
GET PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition '
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G '
��*=•.•f-H �,•r�+ BORING LOCATION: See Attached Borinq Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11 '
B-16 DEPTH TO WATER -INITIAL*: 40 10 AFTER 24 HOURS: X_- CAVING> L
o r m �, o TEST RESULTS
Y � L a a n °1 N �° N Plastic Limit H Liquid Limit
> U) m CL Q P Description m E z E° E o y j� g 1
`w Q E❑ m a Z o Moisture Content -
N-Value -
10 20 30 40 50 60 70
a 20 23 ss s
as 11 ;�� .. .... .., .......
5 j� ..
21 24 ss a 13 �//,
12 �%
za Boring terminated at 85 ft.
0 5
-70 28 ..:...:...:...:...:...:...:...
95
-75....:...:...:...:.,;...;..,:... 1
J 00
-80
32 1
Ito _
_90
�4_
11
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample *The initial aroundwater reading aiav not beindicative of the static 1,10—h-v IfIvo-t WOH = We�ah of Hammer
'
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586,

1
I
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
rr.a.pR,..-:w.uwxg
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 3-12-11
B M P-1
DEPTH TO WATER -INITIAL*: 45- 8 AFTER 24 HOURS: -T CAVING _C_
C
'�
Q
L N
L
U
47
N
Q7
N
ao
TEST RESULTS
Plastic Limit H Liquid Limit
Description
n
2
a o
E Z
E g
E
3 1°
o �,
7
w
E
o
rn -
rn F—
m Q
z
\
Moisture Content - •
N-Value -
-0
0
10 20 30 40 50 60 70
5 inches of Topsoil J
,�
2
sir
i
24
ss
14
=
0.4
rangish brown and tan, moist, Poorly Graded fine to medium SANDs
—
(SP-SM) with trace Silt, Medium Dense f
5.6,
5
15
::
u U.
i;,; r;
2
24
ss
6
s
12
% .........................
Orangish grown, moist, Sandy Lean CLAY (CL), Stiff
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trac
5
4
Silt, Medium Dense
; ;
3
24
ss
s
10...
•....
2
Estimated SHWT @ 4.0 feet below grade
1
4
24
ss
e
7
j
Brown, moist, Silty fine to medium SAND (SM), Loose
Tan, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
—
Silt, Medium Dense
ra:t1:
{ ; r F
5
18
ss
a
11
10
5
1/// ........
Tan and light gray, wet, Poorly Graded fine to medium SAND (SP-
I;
3
_
4
SM) with trace SR, Loose
i;r i
'J:t r l
6
22
ss
5
8
_
_
13,1"Fi
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
• ! i f
7
�ra:ti:
trace Silt, Medium Dense
•,;,,,. }
7
19
ss
16
o
—
Boring terminated at 15 ft.
20
-
25
30
15
10
:
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*ae
I initial 0(011 dwater reading Way not be indicative n[the static aroundwater level. = Weiaht of Hammer
PAGE 7 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-12-11
BM P-2
DEPTH TO WATER -INITIAL*: —7 9 AFTER 24 HOURS: CAVING L
o
N
s
e
N
CU
TEST RESULTS
Plastic Limit H Liquid Limit
Q m
n
Description
a
E o
cu z
a>
a �'
W
3 LO
#
o �,
E
o �,
E
Q
co
�°�,
cn
m a
z
"
Moisture Content -•
u12i
W
o
N-Value -
10 20 30 40 50 60 70
o
—0
5 inches of Topsoil
3
'
—
0.4
1
20
ss
3
6
Slightly mottfed grayish brown -orangish brown, moist, Sandy Lean
CLAY (CL), Medium Stiff
3
e.
—
4
4
Gray, moist, Sandy Lean CLAY (CL), Medium Stiff
2
24
ss
s
8
:... ...:.,,
1
4
5
Estimated SHVV f @ 4.0 feet below grade
?q
3
20
ss
7
11
10/01/1
Light gray, moist, Silty fine to medium SAND (SM), Medium Dense
B
1.
.i:,: c r
4
24
ss
4
e
_
—
4'17'
Whitish tan, moist to wet, Poorly Graded fine to medium SAND (SP-
10
j -
SM) with trace Silt, Loose
5
18
ss
5
9
%yj'.
10
4
10'.::
Tan and orangish brown, wet, Poorly Graded fine to medium SAND
a
(SP-SM) with trace Silt, Loose
! ': t I'
.rr.tr
6
20
ss
2
5
6
%-
—
a
:Fbr'rt
5
13'
s
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
r?
7
20
ss
2
with trace Silt, Medium Dense
}
2
f
Boring terminated at 15 ft,
o
z
..:...:...:...:...: ..: ..: ..
2
8
30
10
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Sulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

1
1
I
1
1
I
I ,
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC_ PROJECT NO.: JX10-116G
G,a.h.mrr. e.enrueaxvr.rerrr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-12-11
BMP-3
DEPTH TO WATER - INITIAL': V- 8 AFTER 24 HOURS: S CAVING f-
c
J`
L
s
m
y
a-
j
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
2
v
m
Description
a
ro
Q o
E Z
a>
E
a
E
3 cA
a ;,
ro#
o E
o
2
rY
cn �
m Q
7
z
v
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
9 inches of Topsoil
+r
1
24
ss
2
4
6
j
j o
Tan, moist, Silty fine to medium SAND (SM), Loose
_
Tan and light brown, moist, Silty fine to medium SAND (SM), Loose
T
2
3
24
ss
s
7
—
Estimated SHWT @ 4.0 feet below grade
4
r
—
Tan and light gray, moist, Silty fine to medium SAND (SM), Loose
, ...
3
19
ss
a
4
8
8
%.
—
Tan and orangish brown, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Loose
'•
milt
;;:,,r
4
24
ss
a
4
s.
$'';
Light brown and orangish brown, wet, Poorly Graded fine to medium
s
1
SAND (SP-SM) with irate Silt, Loose
ri:u:
; f L
5
19
ss
5
3
10
/
/
...........:. :..
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
'.:'? �?,
a
_
trace Silt, Loose
':': t t
•.ij
6
18'
ss
$
9
.z r
4
13
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
':' i i
with trace Silt, Loose
r? ['
7
18
ss
4
2
6
/
—
2
Boring terminated at 15 ft.
..
25
-1
1
10
35
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
B-9 Sample
;Bull
read1 = r
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

a
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; PM Ordnance Loading Area Addition
M.
CLIENT: C. Allan Bam€orth, Jr., Engineer -Surveyor, Ltd
"
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
„F-Y.I• �N ,�, r am,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 3-12-11
BMP-4
DEPTH TO WATER -INITIAL*: —7- 7 AFTER 24 HOURS: CAVING> j,�_
a
a�
a
c
Q o
a
n N
3 `o
o
TEST RESULTS
Plastic Limit H Liquid Limit
J�
w
�,
❑ E
N v
❑
Description
E z
Co
E a
E
sn I—
o
Co Q
z
\
Moisture Content - 0
N-Value -
_
_
10 20 30 40 50 60 70
_
3 inches of Topsoil +
2
-
0.25
Brown, moist, Silty fine to medium SAND (SM), Loose
1
20
ss
4
5
7
.
9.
5
—
Trace Organics from 0 to 2 feet
2
2a
ss
5
10
_
Estimated SHWT @ 4.0 feet below grade
::
s
/ :
_
Slightly mottled gray-orangish brown to grayish brown, moist, Sandy
s
Lean CLAY (CL), Stiff
3
za
ss
7
j
s
z
Grayish brown, moist to wet, Silt fine to medium SAND SM u
5
-
Medium Dense
4
24
ss
7
10
12
light gray, wet, Poorly Graded fine to coarse SAND (SP-SM) with
•i;r r
9
j/ ,
—
trace Silt, Medium Dense
.4: ` `
$
1s
ss
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
�•
:rr A'X i r
6
24
ss
e
11
.
-
4
13
;
Light brown and orangish brown, wet, Poorly Graded fine to medium
—
SAND (SP-SM) with trace Silt, Loose
a ��}
7
18
ss
4
3
9
j
_-.
Boring terminated at 15 ft.
6
25
..... .....:
'
30
_
5
:
D
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
readina may not be indicative of ter levot WOH = Weiohl
'
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,genera! accordance with ASTM D 1586.

1
0
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le;eune, NC PROJECT NO.: JX10-116G
" -_.
mini
rti�hnrr.F.wur.rrser
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-12-11
BM P-5
_ _
DEPTH TO WATER -INITIAL*: q- 9 AFTER 24 HOURS: 4 — CAVING> _L,
a :;�
t
a
a
2
o
TEST RESULTS
Plastic limit H Liquid Limit
9
� J
m'
Q.
0„
"
n a�
a
Description
r
a
a o
n 0
g
n m
�+ in
o �,
m
N
as
w
❑ E❑
a'
z
Co
Co
m n
>
Z
o
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
—
3 inches of Topsoil J
29
_
_
2
—
::::'.'
•; ::
1
10
ss
3
4
6
v
Tan, moist, Poorly Graded fine to medium SAND (SP) with trace Silt,:
—
Loose to Medium Dense
4.6
/
e
55
Estimated SHWT @ 4.0 feet below grade
14
,f
—
5
15
.
� .........:........ .
Tan and light gray, moist, PoorlyGraded fine to coarse SAND SP-�'��;r'
9 9 Y) (
a:y c r
3
20
ss
SM with trace Silt, Medium Dense
:,.,;;i
a
�/
—
r.r, r 1://:
11
4
24
ss
5
a
11
—
10
8
rangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
'? t'.
5
_
with trace Silt, Medium Dense
n. u.
�;_ r�
5
18
ss
a
13
f/
10
—
10
Tan and light gray, wet, Poorly Graded fine to medium SAND (SP-
.::
i` E?.
�:
4 .:
SM) with trace Silt, Loose
! r
;.: r r
6
18
ss
5
6
9
4
—
13
-I
4
5
Tan, light gray and orangish brown, wet, Poorly Graded fine to
h
4
—
coarse SAND (SP-SM) with trace Silt, Loose
rl'Al:
;;,;; t
7
18
ss
6
10
-
15
..
—
Boring terminated at 15 ft.
20
25
10
30
-
1035
-
1
2-0
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial cyroundwater readiria may not be indicative of the static Groundwater level, BS =Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd _
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
��.�•.-��•�•
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
BIVIP-6
_
DEPTH TO WATER - INITIAL*: 7 AFTER 24 HOURS: 1� CAVING> J-
c $
U
a
o*
TEST RESULTS
Plastic Limit H Liquid Limit
a
a m
Description
o
zr
a
CL
En0�N
z
v
re Content •
w
o
N-Vatue -
10 20 30 40 50 60 70
0
_o
7 inches of Topsoil
2
—
0.5d
1
23
ss
z
3
5
Brown, moist, Silty fine to medium SAND (SM), Very Loose to Loose
2
18.
:•
2
W4.O feet below
Estimated SH7 grade
2
24
ss
s
5
j .:.....
s
4
Grayish brown, moist, Silty fine to medium SAND (SM), Medium
? :
4
3
5�
Dense
3
20
ss
9
14
j
10
Light gray and orangish brown, moist to wet, Poorly Graded fine to
. i'. i?.
a
—
_ medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
:rt r
4
24
ss
7
1
-
ri•.cr
i
- -
2
4
5
20
ss
4
a
.
% - - - :
3
6
22
ss
3
6
Q
5
_
l.i1.
7
22
ss
g
-.:
10
•
3
Boring terminated at 15 ft.
0
:...........:...:...:...:...
20
:...:...:. .:. .:...:...:...
25
-10
_ .:...:...:...:...:...:...:...
30
- -
35
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*7-'he initial arour? W19i = Weight of Ha
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

a
1
1
1
1
1
GETPROJECT:
P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
_
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
Gnush-s�r.E�a�r.wnW •re#!x�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
BMP-7
DEPTH TO WATER - INITIAL*: $3 7 AFTER 24 HOURS: CAVING .L
o x
U
�,
�,
�,
o
TEST RESULTS
Plastic Limit h-1 Liquid Limit
m
a w
QL
(D
CL a,
(D
Description
a o
E Z
a
E
a m
E
3 `°
o
w g
E
t-
Ei n
z\
Moisture Content - e
N-Value- ®• '
_
0
o
10 20 30 40 50 60 70
3 inches of Topsoil
_
_
_
2
—
1
24
ss
2
z
5
j
.2
Brown, moist, Silty fine to medium SAND (SM), Loose
15
13
Orangish brown, moist, Silty fine to medium SAND (SM), Loose 7
5
2
24
ss
s
a
10
// ' •
—
W
Estimated SHT @ 4.0 feet below grade
r?: L1:'
3
24
ss
2
3
—
6
Light gray and tan, moist, Poorly Graded fine to medium SAND (SP-
2
SM) with trace Silt, Loose
}
a
rangish brown, moist to wet, Poorly Graded fine to medium SAND
;:;.<<'
4
23
ss
2
z
3
(SP-SM) with trace Silt, Very Loose to Loose
—
N. t,:
J:I:rL
.
—
1
'u:rj.
5
24
ss
2
4
a
f.l:l1:
6
23
ss
3
7
5
.1XC .
a:C
a
j
-
7
23
ss
3
2
-
tail
4 r1:
6
i
ii_c�
3-
1
Boring terminated at 15 ft.
-�-
25
:
30
15
'
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of i Standard Penetration Tests were performed in the field ir1 general accordance with ASTM D 1586.

GET
,.n,ixel.e.oMrn w:a".R.nK
BORING LOG
BM P-8
PROJECT: P705 Aircraft Main. Hangar & A ron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
DEPTH TO WATER - INITIAL*: -V- 9 AFTER 24 HOURS: -- CAVING> -C
'
'
o a
m 0
L
m
car
_
a m
Description
s
Q
�,
E o
E
CL >
E>
CL �'
E
N 1O
3
o
'
cal
o
`'
TEST RESULTS
Plastic Limit H Liquid Limit'
9
>
w❑
V �,
E
m
a
z
m z
>
z
o
Moisture Content -
cn
o
N-Value -
0
0
10 20 30 40 50 60 70
7 inches of Topsoil
- 0-5d
1
24
ss
3%
5
13
i i i i
Brown, moist, Silty fine to medium SAND (SM) with wood fragments
—
(Fill), Medium Dense
s
15
—
brown, moist, Silty fine to medium SAND ( SM), Loose to Medium
Dense
2
23
ss
a
7%
13
0-1
Estimated SHWT @ 6 feet below grade
3
19
ss
4
3-
9
//j ........:..:...:...:...:...
2
_
—
Light gray, moist, Silty fine to medium SAND (SM), Loose
4
24
ss
z
5
:EE
3
6
::::
4
to
Tan, moist to wet, Poorly Graded fine to medium SAND (SP-SM)
.
:I':I: G i
5
22
iz
26
r/
to
- with trace Silt, Loose to Medium Dense
r.11 r
;.r r t
ss
14
is
j
:'I:t1
6
24
10
12
20
ss
—
411; i
—
t 1
5
4
I .I:t]
4
j
i,r.tl:
7
21
ss
5
9
r/,: ..
15
—
Boring terminated at 15 ft.
6
20
:...:...:...:.......:...:...
25
8
-10
30
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample e
level,*The initial 0 "lay 17 ....... ... tive of the static gLoondwater = Weight gf Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
. t.
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
r�.n,a�•c...ay•r�eeg
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
BM P-9
DEPTH TO WATER -INITIAL*: 9.5 AFTER 24 HOURS: Z CAVING> �L
5-
a �,
a
d
3
w
o
TEST RESULTS
Plastic Limit H Liquid Limit
>
m❑
�,
CDLo
E
°
❑
Description
M
E z
rn
E>
E
° �,
m a
7
z
v
Moisture Content
N-Value -
10 20 30 40 50 60 70
0
a
10
_
l 3 inches of Topsoil
0.2
1
24
ss
2
7
j
—
Brown, moist, Silty fine to medium SAND (SM) with Clay and Gravel
5
f
—
(Fi5), Loose
5
. �..�..�
2
23
ss
s
12
Oran ish brown, moist, Clayey fin medium SAND (SC), Medium
g' � y yDe fine
15
s
7
—
Estimated SHWT @ 6 feet below grade
3
20
ss
6
12
/ ..:...:.
6
Light gray, moist to wet, Silty fine to medium SAND (SM), Loose to
4
23
5
—
11
Medium Dense
ss
6
5
—
6
16
:::::
5
23
ss
s
5
10
/
/ - - - -
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
L
s
—
trace Silt, Medium Dense
+a' C l
a`.cr
6
22
ss
a
9
15
—
5
4
16
13
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM):':.'tf
:...
r1'1'
7
24
ss
with trace Silt, Medium Dense
;•:;
6
a
.:...:..................
Boring terminated at 15 ft.
0
5
30
10
15
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater readina may not be indicative of the static Croundwater level, WOH - Welaht of Hamm
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, INC PROJECT NO.: JX10-116G
Gv,nR.}rN •(.4llertmmW•TnY
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" HATE: 3-19-11
BMP-1 0
DEPTH TO WATER - INITIAL*: ;9- 9.5 AFTER 24 HOURS: 4 CAVING
o
N
L
)
N-
ar
o
TEST RESULTS
Plastic Limit H Liquid Limit
J
a m
Q a�
Description
a
E o
a
E>
E
3 V°
o �,
m�
o
o `�
z
�
cn t-
i'n cL
�
v
Moisture Content - •
Z
N-Value -
10 20 30 40 50 60 70
4 inches of Topsoil
_
4
24
ss
s7
10,
Brown, moist, Silty fine to medium SAND (SM), Loose1
::...
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
VJ' r).
3
f�
_
Silt, Very Loose to Loose
2
24
ss
3
6
5.5
j
2
-
r:ri1:
15
s
Estimated SHWT @ 6 feet below grade
''' }
2
-
....:...:...:..
r�:r].
3
16
ss
2
3
4
'4... . .
7
"
%
i
—
Light gray and tan, moist to wet, Poorly Graded fine to medium
!.:l: r?.
r
4
22
ss
a
SAND (SP-SM) with trace Silt, Loose
.l;1: c
i io G i
a
1
ta'rit.
5
17
ss
4
8
10
10;!:
F i
rxt1:
—
a
20
ss
4
8
j
-
4
i
3
7
23
ss
n
8
:. ... . . :..,
5
Boring terminated at 15 ft.
0
6
_ :...: ..:...:..... .:...
,. a
2a
25
30
•10
10
-15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*Tho initial arot t be indicative of the static oroundwaier level WOH = Weight of HamM.�d_
PAGE i of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

a
I
0
I
a
1
0
1
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
772
PROJECT LOCATION: MCAS New River Camp Lejeune, NC _ PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
BM P-1 1
DEPTH TO WATER -INITIAL*; $ 7 AFTER 24 HOURS: - CAVING> -L
o ar
L
°1 �—
N:
m
Q
TEST RESULTS
Plastic Limit I-1 Liquid Limit
�o
a Q1
CU
Q
DeSCripti0n
a
F d
a?
a m
`O
m
wrj
n
z
°
a
z
a
Moisture Content - •
N-Value -
_.4_
10 20 30 40 50 60 70
23 inches of Topsoil
""
3
1
24
ss
5
6
9
: "
l::?,
:.
Brown, moist, Poorly Graded fine to medium SAND (SP-SM) with
s
—
trace Silt, Loose
.1.I: i �
24
ss
s
10
5.4
...........
Estimated SHWT @ 5.0 feet below grade
"r
- -
4
—�
_
Tan and light gray, moist, Silty fine to medium SAND (SM), Loose
a
2
5
'Light gray and orangish brown, moist to wet, Clayey fine to medium
' .' .-.
4
21
ss
Z
SAND (SC), Loose
3
2
5
24
as
5
9
'
j
Light gray and orangish brown, wet, Poorly Graded fine to medium
:: E i
5
-
—
SAND (SP-SM) with trace Silt, Loose
1.:rt
6
23
ss
4
4
8
5
.1a:CC
4
:,... .:
-
4
:1:1: t
i1:t1:
'
4
—
.:..
7
16
ss
5
9:
14
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
:�:I: �!
s
trace Silt Loose
Boring terminated at 15 ft.
—
°
20
-
2
-15
10
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
WOK = Weicht of Hammer
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Aeron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeuno, NC PROJECT NO.: JX10-116G
;nenra•e.d�w.rr,�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
BMP-1 2
DEPTH TO WATER - INITIAL`: -Lz 8 AFTER 24 HOURS: CAVING> f-
o Z
L N
L
m
TEST RESULTS
Plastic Limit H Liquid Limit
>
Q m
0 )
g y
(,
Description
a
a d
�
a>
F�
a °�
@
: 12
m
w 2
o E
w
a
�
0
Z
0)
W
�
In n
Moisture Consent - •
Z
o
N-Value -
10 20 30 40 50 60 70
a
18 inches of Topsoil
v
JJJ:
1
22
ss
4
4
1.5
Brown, moist, Silty fine to medium SAND (SM), Loose
.
s
1
2
22
ss
s
8
6.
:...:...
Light brown, moist, Silty fine to medium SAND (SM), Very Loose to
Loose
3
. -
3
23
ss
2
i
s
Estimated SHWT @ 5.5 feet below grade
4
5.y
3
Tan and light gray, moist, Silty fine to medium SAND (SM), Loose
2
4
22 1
ss
3
3
6
1
8,
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM),
is r+:
3
Loose
Ja:r!
5
18
ss
2
5
i
2
Ali:Lt
j
t4�4.-
6
23
ss
3
5
7
24
ss
5
5
4
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
::
trig
13�
with trace Silt, Medium Dense
s
_
1
.:.
9
z
Boring terminated at 15 ft.
:...:...:...:.......:...
-10
30
15
3
-20
- -
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater regdOa may not be indicative of the static afflunndwntly Invol WOH - h
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

I
a
a
I
I
0
1
I
I
1
I
1
1
I
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.73
*
^
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
r ,..n,rr•e.r.wrry-r�r�
BORING LOCATION: See Attached Boring Location Plan_ _ SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-1
DEPTH TO WATER -INITIAL*: -17- 8 AFTER 24 HOURS: } CAVING> -L
o
TEST RESULTS
Plastic Limit F-i Liquid Limit
'c
Q
�, v
a v
Description
n
[�
n o
E Z
n
U
°
E
o ;,
w
t
o
N
N i-
m Q
z\
•
Moisture Content -of
N-Value -
a
o
10 20 30 40 50 60 70
6-inches of Topsoil
2
—
1
24
ss
4
z
8
46..
�j ; • _ =
Brown and orangish brown, moist, Silty fine to medium SAND (SM)
—
with some Clay and Gravel (Fill), Loose
2
15
2
20
ss
3
3
6
. . :
Mottled orangish brown -light gray, moist, Sandy Lean CLAY (CL),
—
Medium Stiff
4
3
Mottled light gray-orangish brown, moist, Sandy Lean CLAY (CL),
3
17
ss
a
7
: " . . . . . . .
Medium Stiff
4
l
—
4
20
ss
3
6�
10
4
Orangish brown and tan, wet, Poorly Graded fine to medium SAND
t
3
'
_
(5P-SM) with trace Silt, Loose
ra'.cr
�a?ty
5
21
ss
�
10
/�
-
10
5
Tan and orangish brown, wet, Poorly Graded fine to medium SAND
_
'�?•(+;
s
5
!�
(SP-SM)with trace Silt, Medium Dense
:�: t !
;� .�; t i
6
24
ss
s
11
5
4
a:C[r
:
-
h1•-1 i•
7:I: [ [
-
—
7
21
ss
8
8
16
;..
1
.
2
Boring terminated at 15 ft.
20
a
35
,s
10
_20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
3S = Bulk Sample
PAGE 7 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GETPROJECT;
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
• IY
PROJECT LOCATION: MCAS New River Camp Leleune, NC PROJECT NO.: JX10-116G
ra�.n�lrt.r.z�.,+rss.am,r�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-27-11
P-2
DEPTH TO WATER - INITIAL`: -a- 8 AFTER 24 HOURS: CAVING f-
c z
y
+n z
,
oo
TEST RESULTS
Plastic Limit H Liquid Limit
-'
v
v
Description
co
E z
E 1_2
a a
£
3 1°
m#
�,
o E
0
6
In
In
co a
\
Moisture Content •
lu
CO
Z
N-Value -
10 20 30 40 50 60 70
o
3 inches of Topsoil
2
_
_
2
r = =
1
23
ss
3
3
6
j
—
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
(CL) with trace organics, Medium Stiff J
10
-
2
20
ss
4
a
Light gray and orangish brown, moist, Clayey fine to medium SAND
(SC), Loose
5.
::i::
—
—
3
5
: ;
3.
18
ss
a
7
Light gray, moist, Silty fine to medium SAND (SM), Loose
3
a
_
7j
4
18
ss
3
7
t
c
5
8
Light gray and tan, wet, Poorly Graded fine to medium SAND (SP-
..
: ;: F i
s
SM) with trace Silt, Loose
, :.I-. U:
.r L t
5
20
ss
s
10
to
.
't
� , ...........
-
3
4
i
r]:11:
6
22
ss
5:
9
4
4
7
22
ss
5
10
.. ... '
15
8
Boring terminated at 15 ft.
20
25
:, .. ......'...
30
_t
10
35
Notes: SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial _
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1566,

8
I
I
I
I
0
1
1
I
I
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
r •
" T -
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
e—AW.r.e. .., w•Tmfq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-27-11
P-3
DEPTH TO WATER - INITIAL*: 8 AFTER 24 HOURS: v CAVING> _C_
C $
O
m
y`
n
,�
a m
U
=
a
a
d
41 >
a
a
i-'
m
+a
o
N
TEST RESULTS
Plastic Limit H Liquid Limit
a E
o
Description
Z
a
z
Moisture Content - •
to
N-Value -
10 20 30 40 50 60 70
o
o
15
—
—
3 inches of Topsoil
0.2
—
1
—
17
—
ss
3
8
%
Light brown, moist, Silty fine to medium SAND SM , Medium Dense
—
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
(CL), Medium Stiff
2
17
ss
3
i
—
7
1/0
.. .
—
19
...:...:.,,
j
Whitish tan to light gray, moist to wet, Poorly Graded fine to medium
_1.1: t r
'q:ti•
3
18
ss
e
SAND (SP-SM) with trace Silt, Medium Dense
1i: t {
10
-
11
—
.i::tr
4
21
ss
22
_
7'L' C C
17
l
-
-
1
1i�.tr
5
24
ss
11
12
10
23
Noll
--
>>1 :....
10..:
4
Orangish brown and tan, wet, Poorly Graded fine to medium SAND
�: fi.
4
_
SP-SM with trace Silt, Very Loose to Loose
r �.
6
24
ss
6
10
t.,.
4
rj ii
4
/
7
17
ss
9
1
i•r�C
5
Boring terminated at 15 ft.
o
. . . .
20
255
8
10
1
10
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulls Sample
PAGE 1 of 1 Standard Penetration Tests were Performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS_New River Camp Lejeune, NC PROJECT NO.: JX10-1.16G
" " E
c—a7x.4.e.­.rr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-4
DEPTH TO WATER -INITIAL*: 8 • AFTER 24 HOURS: -Z CAVING> _L
a m
n
Q
CL o
a>
a- �'
3 i°
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
o w
E
o m
Description
m zcc
m
m a
v
Moisture Content -•
W g
z
a
N-Value =
10 20 30 40 50 60 70
a
o
4 inches of Topsoil
3
3
1
22
ss
2
3
4
-
Orangish brown, moist, Clayey fine to medium SAND (SC), Very
Loose
'
ii::
3
5
Tan, moist, Silty fine to medium SAND (SM), Medium Dense
2
24
ss
y
14�
15
8
�.
3
3
18
......
7�
Orangish brown, moist to wet, Poorly Graded fine to medium SAND
t"j:11.
6
—
SP-SM with trace Silt, Loose to Medium Dense
aa.�r
� .
4
24
ss
a
14
-
n:i1:
1
=L"J: 1.
5
23
ss
5
1010
8
'i ]ktl
...........
.
4
+:: t
6
24
ss
4
8
E/'
5
5
:rJ.
a..
7
24
ss
5
6
10
...
15
Boring terminated at 15 ft.
B
2
..:.......:..'-..:...:...:...
..
25
30
10
35
H
I
I
L
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial orotindwater reading may not be indicative of 1�g stglic groundwater /eye/. _W0H - Weioht of Hammer
PAGE i of 1 Standard Penelration Tests were performed in the field in genera! accordance with ASTM D 1586.

A
I
I
0
1
I
I
I
I
1
1
0
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Ion. MM-77171111111
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO,: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-5
DEPTH TO WATER - INITIAL": 4W- 8 AFTER 24 HOURS: L CAVING f-
o
y
u
m
a
TEST RESULTS
Plastic Limit H Liquid Limit
(D
.-�
adi m
Description
@
Q
E z
C>
1-2
E
o
rj
g
E
m o
z
o
Moisture Content - •
N-Value -
6
10 20 30 40 50 60 70
2 inches of Topsoil
:: t:
r?:1,:
1
24
55
3
3
—0.
1r
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Loose to Medium Dense
"
lrr�-
i:,. [ c
•i.eti
3
s
1 =
/
=�
a
ra:l1:
2
21
ss
6
6
12
%////
_
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
'i: i i
4
trace Silt, Loose
{
3
21
ss
a
B
;
{
Orangish brown and tan, moist to wet, Poorly Graded fine to mediu
0 ' J.
3
—2—
-
SAND (SP-SM) with trace Silt, Loose
�: F �,
4
23
ss
3
6
j
cz
-
trri.
4
5
23
55
ss
10
Iya 1:
3
:C l
6
24
ss
a
8
%
a
5
i•rit
i•i;Fi
7
24
ss
5
5
10
15
—
Boring terminated at 15 ft,
o
z-0
2
-1
30
-t
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
L *The initbi oroundwat2r reading may not be indicative of tho., mdwater 1PvPl. W(1H = Weiaht of Hammer
PAGE 1 of 9 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
,ex.=•e.ci.r,ea rnr
BORING LOCATION: See Attached Bodnq Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-27-11
P-6
DEPTH TO WATER - INITIAL`: -�z, 10 AFTER 24 HOURS: -m CAVING> L_
N
oa
TEST RESULTS
Plastic Limit I --I Liquid Limit
U)
a m
v
Q
U]
Description
a
,�
E o
a?
E g
cL °'
E
3
o
7
w�
N
p E
w
p
0�
Z
U)
m n
Z\
Moisture Content - •
N-Value -
10 20 30 40 5Q 60 70
20
0
0
4 inches of Topsoil
0.3
"'=
2
1
18
ss
2
5
j
Brown, moist, Silty fine to medium SAND (SM), Loose
2
24
ss
5
10
a
Tan and light gray, moist, Poorly Graded fine to medium SAND (SP-'LJ'.
I3-
6�
1
SM) with trace Silt, Medium Dense
13
r.)'. L
rr:r7.
la_Ci
4
21
ss
g
6
11
a'....
Orangish brown, moist, Poorly Graded fine to medium SAND (SP
a
10W
SM) with trace Silt, Loose
r.r. [ 1:
,, .;
5
20
ss
4
4
8
-
10
Graded fine SAND
'F<:r+:
5
Light gray, wet, Poorly to medium (SP-SM) with
trace Silt, Loose
: a: r �.
6
24
ss
4
9
,/
-
4
h1.17•
7;C C C
4
7
21
ss
5
10
Boring terminated at 15 ft.
0
0
:
: ..
-5
2
1030
10
'
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwa&LLeaG�rio may not be indicative of tl�eqt;;tir ormindwrIfer level. WOH - Wejaht of Harn=j
PAGE i of i Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

I
A
1
I
0
0
0
I
1
I
E',
L'1�
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-1 16G
- -
rn„nN,x.I.r.crM«,,wu.rho�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-%
DEPTH TO WATER -INITIAL*: $ 8 AFTER 24 HOURS: -v CAVING> L
di
N a)
N
N=
o
O
TEST RESULTS
Plastic Limit I I Liquid Limit
�
-EL
aa)
CL
0
Description
L
@
E z°
E '
F
o
j
w g
E❑
in h
in
z
o
Moisture Content - •
N-Value -
_
a
0
10 20 30 40 50 FO 70
4-inches of Topsoil
3
1
24
ss
5
e
10
.3
Tan and brown, moist, Silty fine to medium SAND (SM) with trace
Gravel (Fill), Loose
31.2
t_j, i
5
15
.ta:cl'
2
24
ss
5
5
1D
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Loose
ra:i1:
a I r}
5
�= .
t:I;tr
3
20
ss
3
4
5
7
6
Light gray and orangish brown, moist to wet, Silty fine to medium
::::
4
24
a
2
13
SAND (SM), Medium Dense
ss
7
10
/
5
24
ss
5
6
12
—
1
12
_
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
I-:I;E?.
!':� r
6
24
ss
6
trace Silt, Medium Dense
�a:tr
6
7:1: r t
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
t f
4
_
with trace Silt, Loose
{'; }
7
24
ss
10
15
g
Boring terminated at 15 ft.
o
5
30
15
10
35
-2a
Notes: SS= Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
L-7fie inifial aroundwater re ding may ngLbe indicative of the static c7roundwater lovel WOH = Weicthl of Hammer I
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
r
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
Pomona
�•rew
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: �gwh
DRILLING METHOD: Rotary Wash "Mud" _ DATE: 3-19-11
P-8
DEPTH TO WATER -INITIAL*: —Y- 10 AFTER 24 HOURS: v CAVING _C
'22
a m
Q
a
on0
3N=`0
o
TEST RESULTS
Plastic Limit H LiquidLimit
a
Description
z
'
Content- •a
oMoisture
N-Value -
10 20 30 40 50 60 70
20
o
°
2-inches of Topsoil
1
_
_
2
—
1
24
ss
6
9:
Grayish brown, moist, Sandy SILT (ML) with trace Clay and Gravel
a
—
(Fill), Stiff
.
a
—
Orangish brown, moist, Silty fine to medium SAND (SM), Loose
2
21
ss
4
7
.................. .
j
15
5_
4
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
-
l7; i7.
4
with trace Silt, Loose
I C �
3
22
ss
Q
8
PON
z
—
?:r1.
10
- - -
4
19
ss
3��
Ia.cr
6
j
—
Orangish brown, moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Medium Dense
- : h
r]:t1:
;.,.; z
5
21
ss
s%
12
j
s
13
_
Light gray and orangish brown to orangish brown, wet, Poorly
fine SAND SM) trace Silt, Medium
} �:
!::tt
6
19
ss
ski
Graded to medium (SP with
—
Dense
t't:
r..i
.1a'ir
F+
12;
-
: •:, :.
7
24
ss
7
5
15
20
Boring terminated at 15 ft.
6
=
_..:...:...:...:...:...:...:...
25
30
-10
10
35
—
1_
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initialive of tha-sL-dig-aroundwatgr level 410H=f Hammer
PAGE 1 of 9 Standard Penetration Tests were performed in the field it) general accordance with ASTM D 1586.

I
I
1
a
I
0
I
I
I
I
GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
^
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
r. )Wft'&V' Nmwnr.,wl•RNam-
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
P-9
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: -Z- CAVING> _L
o a✓
^
c,
a
TEST RESULTS
Plastic Limit I --I Liquid Limit
m
n a3
n 6
DESCfl�?t101i
a
m
a o
m z
a>
a °'
3 1°
��
Q
c�
rn
m
n
Moisture Content -
w�
��U)
z
o
N-Value -
2a
0
0
24
10 20 30 40 50 60 70
4 inches of Topsoil r
'
1
24
4
6
/
3
Grayish brown, moist, Silty fine to medium SAND (SM) with Gravel
ss
16
s
/ =
(Fill), Medium Dense
�
.
6
Tan and brawn, moist, Poorly Graded fine to medium SAND (SP-
—
ri.tt.
;:,,; t
2
24
ss
4
9
�:
SM) with trace Silt, Loose
s
:
;
3
19
ss
2
z
r
4
. . . . ="
Brown, moist, Silty fine to medium SAND (SM), Very Loose
—
1
:
6.•iE
5
Tan and brown, moist, Poorly Graded fine to medium SAND (SP-
:1:1: E
2
—
SM) with trace Silt, Very Loose
rrt1:
{ ;
4
16
ss
2
t
8
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
J*E+1
:} : F i
2
—
_
trace Silt, Very Loose to Loose
rj:t1:
5
20
ss
4
8
a eri'
6
24
ss
9
6
ri:tt:
4
y
2
7
23
ss
1
2
5
Boring terminated at 15 ft.
20
.5
25
-1
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Cam Le'eune, NC PROJECT NO.: JX10-116G
av nr r•...,.r. r y,,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
P-1 O
DEPTH TO WATER - INITIAL': -0- 10.5 AFTER 24 HOURS: CAVING> f-
c
n
L
a
TEST RESULTS
Plastic Limit H Liquid Limit
J
m
w
Description
2
Z
a
°3
3 cO
cN
m''0
a
in a
?
Moisture Content - •
Wg
N-Value -
10 20 30 40 50 60 70
20
0
0
4 inches of Topsoil
2
2
i
1
24
ss
4
fi
.3
Brown, moist, Sandy Lean CLAY (CL), Medium Stiff
Orangish brown, moist, Sandy Lean CLAY (CL), Medium Stiff 2
4
HE
2
22
ss
8
5
4
Slightly mottled tan -light gray, moist, Sandy Lean CLAY (CL),
Medium Stiff
3
21
ss
4
4
a
7
:.. ..:.
:. .:. .
j
i5
2
2
-
—
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense
`��'.��•
.c�'
... i i
4
22
ss
5'
7
rx.r1:
7OJ
20
ss
7
10
i0
..-..
_
Light gray and tan, moist to wet, Poorly Graded fine to medium
Via: a:
s
i
SAND (SP-SM) with trace Silt, Loose to Medium Dense
'"' r s
a :f•C1
6
23
ss
5
10
5
4
±
7
22
ss
8
13
- - - - -
•-
7%/'
Boring terminated at 15 ft.
B
:
-5
25
8
-10
30
10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial r r 1 WOH =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
1
a
1
A
a
0
1
B
0
0
I
I
0
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
•
PROJECT LOCATION: MCAS New River Camp Lejeune, NC _ PROJECT NO.: JX10-116G
+j
h r.,.e.xwnm.rruGy
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
P-11
_
DEPTH TO WATER -INITIAL*: -s-z- 10 AFTER 24 HOURS: Z CAVING> -L
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
t j
(1)y
ai
Description
C
CL
z
U
cD
o
m
w g
E
o
U)
0
co
z
Moisture Content - •
a
N-Value -
20
0
0
10 20 30 40 50 60 70
8 inches of Topsoil
2
% :
1
24
ss
s
s
8
Dark brown and brown, moist, Silty fine to medium SAND (SM),6�
Loose to Medium Dense
2
23
ss
510
7
4
Slightly mottled brown -light gray, moist, Sandy Lean CLAY (CL), Stifl
5
3
22
ss
s
s
11
j ..... :...:.. .
—
_
z
s
Brown and tan, moist, Silty fine to medium SAND (SM), Medium
::::
s
Dense
iiiii
4
23
ss
s
9
12
-
—
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-?=
+:
y�/
SM) with trace Silt, Medium Dense
:i:CtC
:_ r i
5
20
ss
7
17
1
—
10
6
-
tj" 1:
6
21
ss
11
- -
a
1 'I.{l'•
—
j
_
13
Light gray and orangish brown, wet, Poorly Graded fine to medium
:"• f
5
SAND (SP-SM) with trace Silt, Medium Dense
rr is
7
19
ss
6
11
j
—
Boring terminated at 15 ft.
..........................
6
20
-10
30
io:
:
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Weicht of Harnmer
PAGE 9 of 9 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
'
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
. 3
r:�„r;.r•e.d,r,� nRr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
P-12
DEPTH TO WATER - INITIAL*: .8 9.5 AFTER 24 HOURS: m- CAVING> j2-
m
4)
Q a
O
o
o
xe
TEST RESULTS
Plastic Limit I I Liquid Limit
J
w4)
a
Description
c
E z
U
cn F
m cL
j
z
Moisture Content -•
as
o
N-Value -
10 20 30 40 50 60 70
20
a
0
3 inches of Topsoil
1
2
—
—
— 0.2
1
24
ss
3
5
Brown, moist, Silty fine to medium SAND (SM), Loose
2
5
i =
Orangish brown, moist, Clayey fine to medium SAND (SC), Loose
.' .
2
23
2
ss
3
3
8
Vol15 :. :...:.. -...:...:...
5
Whitish tan, moist, Poorly Graded tine to medium SAND SP-SM
Y ( )
rx L1:
3
18
ss
3
3
with trace Silt, Loose
;:,: r r
5
4
f%
Light gray and tan, moist to wet, Poorly Graded fine to medium
7r`j:rj-
5�
SAND (SP-SM) with trace Silt, Loose
.1:Cc i
4
22
ss
5
10
_ .:;
5
_
_
%,j:rJ.
.1: is t i
8
.
j
5
21
ss
4
4
j
Orangish brown and gray, wet, Poorly Graded fine to medium SAND-!:+;�a:
5
(SP-SM) with trace Silt, Loose to Medium Dense
a ?
•' t
x.c�
6
24
ss
s
11
i
.z tCcr
4�t:ii.
J:cr[
r
%
3
r j
7
22
ss
4
7
j
5
15
.ia;rC
3
. ...................,........
_..:...:...:...:...:..:...:,..
Boring terminated at 15 ft.
0
8
20
30
..
-10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
groundwater
PAGE I of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

I
A
I
a
I
1
I
1
a
I
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le;eune, NC PROJECT NO.: JX10-116G
` r
�R�,i<.+•..,k.�,.1�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-19-11
P-1 3
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: 7 CAVING> _L
o
L 12m
a
t
n a�
U
❑.
aD
� 0
a
- °'
m `°
3
N
a
m
O
N
�k
TEST RESULTS
Plastic Limit H Liquid Limit
g
.,
a m
E
Description
c7
m Z
m U
N
m n"
Moisture Content- •
w
Z
N-Value -
10 20 30 40 50 60 70
20
0
3 inches of Topsoil
2
_
_
3
—
1
24
55
4
s
7
%
Brown, moist, Silty fine to medium SAND (SM), Loose
Orangish brown, moist, Sandy Lean CLAY (CL), Stiff 2
s
j
2
24
ss
4.
9
`
15
Orangish brown, moist, Silty fine to medium SAND (SM), Loose
4
3
24
ss
6
10
/� .................. .:.......
a
Whitish tan, moist to wet, Poorly Graded fine to medium SAND (SP
-'It i f
s
SM) with trace Silt, Medium Dense
ra:c1:
;:.; r
4
21
ss
13
Tan and light gray, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Medium Dense
F+ f+;
{t
7:: t
5
22
55
7
14
`
/
j
10
10
7
:r.cl
t:{.+
7
13
/
6
17
ss
7
7::cS
7
—
4
_4
":I: t I
5
j
13
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
_
trace Silt, Loose
�? }
7
24.
ss
s
10
::.
3
...:...:...:...: -
—
Boring terminated at 15 ft.
s25
8
10
15
—.35
-
F1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample -The iniliaLoroundwaterreadina may not be it?dicative.-ofll)e-static-arofit?rywatpr jpvpt of Hammer
PAGE i of f Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd u
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
r:.n„;+,.r.�n•_:.,�,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-1 4
DEPTH TO WATER - INITIAL': -U:1 7.5 AFTER 24 HOURS: ;�r CAVING> f-
c
y
.
o
TEST RESULTS
Plastic Limit F i Liquid Limit
>
t a�
-
m
Description
n
;' o
nI
E
o °'
E
3 `A
o �,
o
a
Z
m a
Z
Moisture Content
Q
N-Value -
10 20 30 40 50 60 70
o
12
7 inches of Topsoil
1
24
ss
3
5
j
—
Oralbrown and brown, moist, Clayey fine to medium SAND
l (SC), Medium Dense
.... .
s
`; ;
4
2
24
ss
s
9
..............:...:
f
Light gray, moist, Silty fine to medium SAND (SM), Loose
j
5
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
5
(CL), Stiff
3
21
ss
s
11
3
6. Light gray to grayish brown, moist to wet, Poorly Graded fine to
s
L;!
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
4
23
ss
4
7
;I; t
2
La:
5
24
ss
4
6
10
.I:CC i
'+:1:
- -
011,
5
—
i !
6
20
ss
11
4
tIXCi
5
r
7
19
ss
6
12
Boring terminated at 15 ft.
0
6
2
.
10
30
3
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initialw 1PvP1 WOH = Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

1
1
I
A
I
a
I
0
I
1
I
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
_
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-20-11
P-=I S
DEPTH TO WATER- INITIALS': -$ 8 AFTER 24 HOURS: - — CAVING -C
a
r
c
u
m
y
TEST RESULTS
Limit H Liquid Limit
Description
Q
2
E o
aom°
E >
a
mPlastic
gE
E
to a
z
Q
Moisture Content - •
N-Value -
-0
0
10 20 30 40 50 60 70
6-inches of Topsoil
'
2
—
1
24
ss
3
6
/.
Brown, moist, Silty fine to medium SAND (SM), Loose
0.
2
15
Light gray, moist, Sandy Lean CLAY (CL), Medium Stiff
3
-
2
21
ss
3
2
6
.........:...:...
-
Light gray, moist, Poorly Graded tine to medium SAND (SP-SM) With
•L`J` i J.
Z
_
trace Silt, Very Loose to Loose
t:C[i
3
20
ss
2
4
...
y.............. ...........
—
ra:�i
3
4
2
4 rt}
%f
10
C
•li:fi
4
20
ss
5
10
�.,.
-
-
8:'TE
—
—
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
iY:1: F f
e
with trace Silt, Loose to Medium Dense
r .: L 1:
[ L
5
24
ss
15a
j
—
1
B
6
21
ss
13
5
4
'LT rJ.
7
19
ss
3
e10
11/s/
Boring terminated at 15 ft.
20
.. :
-25
8
-10
_15
10
-
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r = Weioht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-1 6
DEPTH TO WATER - INITIAL*: -V- 12 AFTER 24 HOURS: CAVING> -C-
c
U
�,
v
o
TEST RESULTS
Plastic Limit F 1 Liquid Limit
J
a m`
�,
a �,
Description
a
E d
E o
m
o �o
o E
�'
Z
y
,�
���
t-
m a
?
Z
v
Moisture Content - •
W�
N-Value -
10 20 30 40 50 60 70
p
4-inches of Topsoil
0.3
J
1
1
15
ss
z
2
4
15.
% f
Brown and tan, moist, Silty fine to medium SAND (SM), Very Loose
Orangish brown, moist, Silty fine to medium SAND (SM), Loose
3
I
2
14
ss
3
3
6
............
5
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace.'1a
i?
$
Silt, Loose to Medium Dense
Fa-r+.
3
24
ss
s
11
/ ............
.I: r
4
21
ss
8
r r
15
10
1:I;r!
5
:.C4:
1
Ora ngish brown and tan, moist to wet, Poorly Graded fine to mediu
r?
...
SAND (SP SM) with trace Silt, Medium Dense
•II ?
:I x r I
6
17
ss
s
7
11
17
i l
7
20
SS
1S
21
15
11�
. ..
Boring terminated at 15 ft.
=
6
z
2
e
35
_
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial t be indicative of the static undwitArlPvP1 WOH = Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field ingeneral accordance with ASTM D 1585.

SET PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
ONNIMMMW
PROJECT LOCATION: MCAS New River Camp Leieune NC PROJECT NO.: JX10-116G
rn.�J.i•r.a�w•n¢rq BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-17 DEPTH TO WATER - INITIAL*; -V 12 AFTER 24 HOURS: CAVING> -L
a TEST RESULTS
6 CL n cL oCU
3 LO 2 � Plastic Limit H Liquid Limit
�, Description E z E 0 E b
w F— a Moisture Content- 0
E 0
U) U')a W Z
N-Value -
4 3 inches of Topsoil
0.2
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Very Loose
Orangish brown, moist, Clayey fine to medium SAND (SC), Very
Loose
Tan and orangish brown, moist, Silty fine to medium SAND (SM),
Loose
• 1
r r J. 1 22 ss 2 4
:I. t 4 2
z
2 20 ss z 4
3
n2l ss a
4
4
8
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
l7; t J .
1, c r
4
18
3
a
8
Silt, Loose
;,';,: i 1
ss
a
raa1:
5
3
'4 '1. r }
•L•J; r J.
5
21
ss
s
10
: : E I
B
5
10
Orangish brown and tan, moist to wet, Poorly Graded fine to mediu
SAND (SP-SM) with trace Silt, Loose
t 1
6
20
ss
5
10
7
r
:I .C[1
4
h i•!i•
3
wvr[
F
20
ss
2
6
..:,,
a
Boring terminated at 15 rt.
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 9 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Samforth, Jr., Engineer -Surveyor Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC T PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GETSolutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-1 8
DEPTH TO WATER - INITIAL*: -V- 11 AFTER 24 HOURS: .. CAVING> -C-
o
TEST RESULTS
Plastic Limit H Liquid Limit
E m
5 m
Description
Q�
a
m z
a�
°'
3 `°
2
a" E
o
E
C7
m v
fn
fn
m Q
z
v
Moisture Content -•
w
�
o
N-Value -
10 20 30 40 50 60 70
0
0
2
20
12 inches of Topsoil
1
22
ss
—1
Light brown, moist, Clayey fine to medium SAND (SC), Very Loose
'.
2
7
Light brown, moist, Silty fine to medium SAND (SM) with little Clay,
i
2
18
3
Loose
ss
4
j
Brown and tan, moist, Silty fine to medium SAND (SM), Medium
:::::
i
Dense
3
18
ss
a
15
j
':
2
—
4
22
ss
7
16
Orangish brown and light gray, moist to wet, Poorly Graded fine to
ki
s
—
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
rxfv:
r f
5
24
ss
s
14
i0
—
.1:
4
so
—
-
:; : E
6
23
ss
2
6
4
4
7
22
Ss
5
12
i�
j
Boring terminated at 15 ft.
6
20
0
25
:.
$
_
30
-10
10
-1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
five of the stalic nrouaawate&l WOH =W f Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 9586.

I
1
I
1
0
I
0
I
1
I
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
c�mn ,r.crm.,a.ra
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-19
DEPTH TO WATER - INITIAL*: 9.5 AFTER 24 HOURS: - CAVING> .0,
o r
o
TEST RESULTS
Plastic Limit l-t Liquid Limit
m�
a0W0)
aI-E
a m
Descri tion
p
Q
@
a o
E ZE
a
o
m
3 iA
a
m
o
cn
N'
m n
z
v
Moisture Content - •
N-Value -
20
0
10 20 30 40 50 60 70
2-inches of Topsoil
_
_
_
3
j
1
18
ss
2
3
5
6.0
Brown, moist, Clayey fine SAND (SC), Loose 1
Orangish brown, moist, Sandy Lean CLAY (CL), Very Stiff
2
24
ss
9
13
7
—
20
j
7
4
1s
Slightly mottled tan-orangish brown, moist, Sandy Lean CLAY (CL),
3
22
e
16/
=
Very Stiff
ss
a
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP
'� :J: r i.
to
SM) with trace Sift, Loose to Medium Dense
,xc r
4
19
ss
t
s
7
20
-
,:
i.Fr[
-
`�
A
[•J:ri.
5
18
ss
a
10
i
2
f1.t1-
...........................
% - : :
6
22
_
ss
3
G
j
•I•I; M 1
7
24
ss
5
9
j'
t
2
Boring terminated at 15 ft.
0
2
2
..
•10
30
-1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample.
HA = Hand Auger Sample
BS = Bulk Sample
- WciahUf
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
.A-
G:,„„�.,•F.-*m« w r.�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-20
DEPTH TO WATER -INITIAL $ 11 AFTER 24 HOURS: CAVIIi L
o
U
4
a)
TEST RESULTS
Plastic Limit H Liquid Limit
Y
Description
Q d
>
a °'
3 �O
2
�
o
Z
N
m a
z
v
Moisture Content- •
iu
N-Value -
10 20 30 40 50 60 70
21
0
0
1 inch of Topsoil
0.0
4
5
j
1
7
ss
13
j
Brown and orangish brown, moist, Silty fine to medium SAND (SM)
10
with wood fragments (Fill), Medium Dense
15
�% / .:...:...:...:...:
; ::
2
2a
ss
s
a
7
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
15
r
i1
................. .....
%
—
.5Orangish
4...,:
brown and light gray, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
r7:r.:
i:r.r�
._
3
18
ss
5
s
6
t.
7
ri".0:
4
18
ss
4
9
1:r.rt
.1:Cf C
8
r:
-
i ;r i
5
21
ss
y
18
10
10
rl.f1:
9
.I I: ti i
6
22
ss
7
?
e
4
LJ: r1.
7
24
ss
s
r
L I•
19��
,
j/
15
.:-
14
........................
Boring terminated at 15 ft.
6
=
.. -
20
25
30
•10
10
_1
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I 'The initial readincy may noUg inclienfive of Me static groundwater 1
PAGE 1 of 9 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

MOISTURE DENSITY TEST REPORT (PROCTOR)
115
110
ti .7
105
CL
T
C
N
I
ZAV for
Sp.G.
100
_
2.65
—
I
I
95
90
EL
I
12 14 16 18 20 22 24
Water content, %
Test specification: AS`I'M D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
44
% <
No.200
USCS
AASHTO
1 to 2 fcet
SM
A-2-4
10.3
est 2.05
NP
0.1
30.5
TEST RESULTS
MATERIAL DESCRIPTION
MBXimu1T1 city density = 106.7 pcl'
Optimum moisture = 12.8 %
Brown Silty fine to medium SAND (SM)
Project No. JX10-1 16G Client: C. Allan 13amforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main. Hangar &, Apron; P710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: I'-15
Remarks:
CBR @ Boring 11-15
Soaked CBR Value = 27.2
Resiliency Factor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

odw
L m
)
� V
ST.
'i
N
II
:31
cz
IY
m
U
O O O O O O O 0 O O
lU V Cl) M N O T i') to O l
(rsd) ssaa;g
O
O
N
O
O
to
O
O

100
90
80
70
irf
w 60
z
LL
Z 50
w
U
w 40
IL
30
20
10
Particle Size Distribution Report
C C O O O
C C C C C m O O O O �O�pp O V O
�➢ l7 N � � w � l7 � � iC A � 7t 3I IY iL
_ I
t I I I I l! l I I I I I I
I I I! I f l I I I I I I I
I I l i l l i I I t l 1 1 1
1 I I} I I I I I I I I I
I I I I I I I k I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I ! I I I
I I I I I E I f I I I I I I
1 ! I! I I I I 1 I I I I I
1 I i t I I I I I I I Edh HH�
I 3I I I I I I I I I 1 I
I I I ! I I I I I I I I I
I I I I I I ! I
I I I I I I! ! I I I I I I
I I I I I I I I I I I 1 1 1
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm
%+3 % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine silt I Clay
1.9 4.1 30.0 62.6
SIEVE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
(X=NO)
#4
98.6
#8
97.0
#10
96.7
#16
95.5
#30
93.9
#40
92.6
#50
91.2
890
86.2
9120
76.1
#200
62.6
Material Description
Grayish brown Sandy SILT (ML) with trace Clay and Gravel
(FILL)
Atterberg Limits
PL=
LL=
P1= NP
Coefficients
D90= 0.2392
D85= 0.1708
D60=
D50=
D30=
D15=
D10=
Cu=
Cc=
Classification
USCS= ML
AASHTO=
A-4
Remarks
(no specification provided)
Sample Number: P-8 Depth: I to 2 feet
Date:
GET Client: C. Allan I3amforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Aircraft Main. Hangar R Apron; P710 Ordnance Loading
Area Addition
Jacksonville, North Carolina Project No: JX10-116G Figure

1
MOISTURE DENSITY TEST REPORT (PROCTOR)
110
105
.1°
1 4
100
C
Q
m
ZAV for
o
Sp.G. _
2.65
95
90
85
14 16 18 20 22 24 26
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elegy/
Depth
Classification
Nat.
Moist.
S G.
p
ILL
PI
% >
#4
%
No.200
USCS
AASHTO
1 to 2 feet
ML
A-4
26.3
est 2.65
NP
1.4
62.6
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dty density = 104.2 pelf
Optimum moisture = 18.1 %
Grayisli brown Sandy SILT (ML) with trace
Clay and Gravel (FILL)
Project No. JX10-116G Client: C. Allan Baniforth, Jr., Engincer-Surveyor, Ltd
Project: 11,705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area
Addition
o Depth: I to 2 feet Sample Number: P-8
Remarks:
CBR @ Boring P-8
Soaked CBR Value= 10.6
Resiliency Factor= 2.5
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

0
O
C'7
O
0
Ln
N
O
0
LI j
Q
000 CD o coo NN
(isd) ssai;g

1
1
1
1
1
1
1
1
100
90
80
70
IY
Z 60
LL
Z 50
W
U
W 40
a
30
20
10
n
Particle Size Distribution Report
C C 0 0 0
- C C CC �_ ._ p� 4 N O O �0p 0 Q 0
I I I I I I I I I I I I I
I I I I I f l I I I I I I I
IL,
I I I I
I I I I I I I I I I I I I 1
I I I I I 1 1 ! I I I I I I
I ! I I I I I I I ! I I I
I I I i I I r I I I
I I I I I I I I I ! I I I!
I I I l l I I I I I I I I I
f I I I I I I ! I I I I I I
I I I I I I I I I € I I I I
I I I I I I! I I I I I I I
f I I I I I I I I I I. I I I
i
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% +3„ % Gravel % Sand % Fines
Coarse Fine se CoarMedium Fine Silt Clay
0.3 1.3 67.2 31.2
SIEVE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
(X=NO)
#4
100.0
#8
99.8
# l 0
99.7
#16
99.5
430
99.1
#40
98.4
#50
97.2
#80
84.6
# 120
518
#200
31.2
Material Description
Tan and brown Silty fine to medium SAND (SM) with trace
Gravel (FILL,)
Atte_ rberg Limits
PL= LL= P1= NI'
Coefficients
D96= 0.1981 D85= 0.1811 D60= 0.1361
D50= 0.1204 D30= D1 5=
D10= Cu= Cc=
Classification
USCS= SM AASHTO= A-2-4
Remarks
(no specification provided)
Sample Number: 11-7 Depth: 1 to 2 feet
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Aircraft Main. Hangar& Apron; P710Ordnance 1-oading
Area Addition
Jacksonville, North Carolina Project No: JX10-116G Figure

MOISTURE DENSITY TEST REPORT (PROCTOR)
120
115
110
U108.a
CL
a
pc
T
C
Q
105
100
ZAV for
Sp-G. _
95
2.65
2 7 12 17 22 27 32
Water content,
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp-G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
I to 2 feet
SM
A-2-4
10.2
est 2.65
NI'
0.0
31.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dty density = 108.8 pef
Optimum moisture = 13.5
Ian and brown Silty fine to medium SAND
(SM) with trace Gravel (FILL)
Project No. JX10-116G Client: C. Allan Bamiorth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main. Hangar &,.Apron; P710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: P-7
Remarks:
CBR cr Boring 1'-7
Soaked CBP, Value = 28.0
Resiliency Factor= 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

1
1
1
1
1
1
1
1
1
1
2
SQ
L
V
L
a
LO
0
n
a
L
m
Lo V I�r M N
(isd) ssaajS
O
O
0
0
LO
N
O
0
0
7
0
!,lllll�ill.11il�
Q
0
o O
m
0

100
90
80
70
IY
z 60
z 50
w
w 40
0-
30
20
10
0
Particle Size Distribution Report
GRAIN SIZE - mm.
% +3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.6 0.8 52.0 46.3
SIEVE
SIZE
PERCENT
FINER
SPEC.
PERCENT
PASS?
(X=NO)
#4
99.7
#8
99.2
#10
99.1
416
99.9
#30
98.4
#40
98.3
#50
97.8
#80
88.3
#120
70.3
#200
46.3
Material Description
Brown and orangish brown Silty fine to medium
SAND
with some Clay and Gravel (FILL)
A_tterberg Limits
PL=
LL=
Pl= N1'
Coefficients
D90= 0.1887
D85= 0.1665
D60= 0.1014
D50= 0.0815
D30=
D1 5=
D10=
Cu-
Cc=
Classification
USCS= SM
AASHTO=
A-4
Remarks
{no specification provided}
Sample Number: P-1 Depth: 1 to 2 feet
Date:
GET Client: C. Allan Baniforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircaft Main. Hangar& Apron: 11710 Ordnance Loading
SOLUTIONS, INC.
Area Addition
Jacksonville, North Carolina Project No: JX10-116G Figure

1
1
H
MOISTURE DENSITY TEST REPORT (PROCTOR)-
120
1\
1#
115
1 oc
110
U
Q
A
:N
ZAV for
Sp.G. _
2.65
105
10a
95
5 7.5 10 12.5 15 17.5 20
Water content, %
Test specification: ASI'M D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
%
No.200
USCS
AASHTO
1 to 2 feet
SM
A-4
14.0
est 2.65
NP
0.3
46.3
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 113.4 pef
Optimum moisture = 12.0 %
Brown and orangish brown Silty line to
medium SAND (SM) with some Clay and
Gravel (I,ILI,)
Project No. JX10-116G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: 11705 Aircraft Main. Hangar & Apron; P710 Ordnance Loadinb Area
Addition
o Depth: I to 2 feet Sample Number: P-1
Remarks:
CBR @ Boring P-1
Soaked CBR VaILEe = 22A
Resiliency Factor.= 2.5
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

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APPENDIX VII
CBR TEST RESULTS

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1
1
1
1
1
1
APPENDIX VI
GENERALIZED SOIL PROFILE
(Borings P-1 through P-60 and BMP-1 through BMP-12)

I 'A TION Is FFI.7
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L

APPENDIX V
GENERALIZED SOIL PROFILE
(Borings B-1 through B-16)

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
-. "
ca:.n..•a a,,,�w•rad
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-60
DEPTH TO WATER - INITIAL*: —V- 7 AFTER 24 HOURS: — CAVING -L
a ip
ro
r
a m
r
n �,
n
61
a d
m m—
a?
�
°7
N°
3 1°
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
W
o
Description
cn
i0 a
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
_
-
9 inches of Topsoil
2
0.7J
::::
1
24
55
4
4
7
Grayish brown, moist, Silty fine to medium SAND (SM) with trace
15
—
Clay and Organics, Loose
5
_
—
2
18
ss
s
11
. . . . .
Grayish brown, moist, Sandy Lean CLAY (CL), Stiff
3
3
22
ss
4
g
...:...:...:...:...:....
%,
7
i0
?
_
7 Tan and light gray, moist to wet, Silty fine to medium SAND (SM),
- Medium Dense
4
20
ss
a
8
12
1l
_
5
24
ss
10
1910
9
_
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)5�/:
with trace Silt, Loose
t a: r [
6
21
ss
a
._ti
5
%/r: ..:
a
�a:t[
g
�:. ...
7
24
SS
8
a
—
Boring terminated at 15 ft.
6
-
20
_
...:...:...:.... ......... ....
25
_
-10
ao
10
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwater rparfinry mnv ncit be indicative of the static arouridwater le yet, WOH = Weiahl of Hammer
1
1
I
I
I
1
PAGE 1 of 1 Staridard Penetration Tests were Performed in the field in general accordance with ASTM D 1586

1
1
I'.
GETPROJECT:
P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
_
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11�
P-59
DEPTH TO WATER - INITIAL': -;.z 8 AFTER 24 HOURS: -Y- CAVING> -C.
c
4)
O
TEST RESULTS
Plastic Limit LiquidLimit
�Joa
a aEJt
C
m �
Description
n
a o
zE
?
°�
E
3
mZ4,
p
cocd
M
oDescri
m
vMoisture
o
Content - •w
N-Value -
10 20 30 40 50 60 70
9 inches of Topsoil
�;
1
z
is
:::
1
12
ss
s
4
l
.7
Brown, moist, Silty fine to medium SAND (SM), Very Loose to Loose
2
24
ss
a
7
i :...:...:...:...:...:...: .
:...:
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP4
ate i r
3
s
SM) with trace Silt, Very Loose to Medium Dense
��:C
3
22
ss
a
11
...:..._
5
'IX I
2
:ta:cr
4
23
ss
3
5
j...;.
Gray, tan and brown, wet, Poorly Graded fine to medium SAND (SP10-
•F ;i(a:
2
2
a
SM) with trace Sift, Loose to Medium Dense
'�'�: t ?
fi
24
ss
5
9
% -
�:
.17 L f
4
5
7
24
ss
12
15
�;i; r i'•
7
Boring terminated at 15 ft.
5
2
10
-
-15
3
25
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1588.

d
GET
r.�xnxa.c.n�,„�al.recrrK
BORING LOG
P-58
PROJECT: P705 Aircraft Main. Han ar & A ron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd _
PROJECT LOCATION: MCAS New River Camp Lejeune, INC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" _ DATE: 3-26-11
DEPTH TO WATER - INITIAL*: $ 8 AFTER 24 HOURS: -,Z, CAVIll L
1
Oft
`L
.0
N
N
N
N=
C
O
TEST RESULTS
7 J
v
v
Description
Ez
E 8
E �'
o
Plastic Limit I! Liquid Limit
w
E
o
C?
to rr
m 5-
z
o
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
6 inches of Topsoil
2
to
Brown, moist, Silty fine to medium SAND (SM), Loose to Medium
t
24
ss
s
5
'
Dense
s
Trace Clay from 4 to 6 feet
a
4
3
22
ss
n
9
:............... :...:...:...
6.
3
Dark brown, moist, Silty fine to medium SAND (SM) with Organics,
4.
Loose
a
24
ss
a
9
- 8
3
Dark brown, wet, Silty fine to medium SAND (SM) with trace Clay
z
and Organics, Loose
5
18
ss
a
7
io
_ — 10.
..::--
.
.._...._...._ ....:...:_.
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
3
trace Silt, Loose to Medium Dense
?ra
6
24
ss
a
4
7
j
-
4
.7 :I:Lf
h il•i.
7 :I:tt
---
3
%�
j�/
t
—
Boring terminated at 15 ft.
1 a
:..
—4u
-10
v
25
- 2 °
30
•
'
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
. BS =Bulk Sample
Weiaht of Ham rrer
'
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

11
1
GET
PROJECT: P705 Aircraft Main, Hangar & Apron; P710 Ordnance Loading Area Addition
W
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
now
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-57
DEPTH TO WATER - INITIAL`: 8 AFTER 24 HOURS: -,T� — CAVING? L
o Z
N
„
�,
°'
N
�,
o
TEST RESULTS
Plastic Limit H Liquid Limit
J
a m
�,
a m
�,
Description
Q
cc
E o
Q y
E v
a
E
3
o �,
❑ E
❑
z
N
N
F.n
Z
Moisture Content - •
`w
o
N-Value -
10 ZO 30 40 50 60 70
13 inches of Topsoil
_
2
10
.✓.
J J.
1
24
ss
4
6
1.08
Brown, moist, Silty fine to medium SAND (SM), Very Loose to Loose
4
g
j ': .......... ..........
2
22
ss
3
s
_
2
3
20
ss
1
2
4
7
1
Dark brown, moist, Silty fine to medium SAND (SM) with Organics,
2
Very Loose
4
24
ss
z
3
- 8
is
Dark brown, wet, Silty fine to medium SAND (SM) with trace Clay
z
and Organics, Very Loose
5
16
ss
a
4
0
s0
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
�.i`, f)
5
j .
—
trace Silt, Medium Dense
::?I'
.: t r
6
19
Ss
9
10
14
! :
'l,,:rt
4
13
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
:r.r li
.::
r1:[1.
—
7
—
2
—
i
—
with trace Silt, Medium Dense
1
ss
a
16
/
Boring terminated at 15 ft.
5
20
0
'
2
15
•20
- - -
10
_
5
-25
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
awneRr.i.c.ox..su•r�y7
BORING LOG
P-56
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-27-11
DEPTH TO WATER - INITIAL`: s 8 AFTER 24 HOURS: v CAVING> L
'
'
TEST RESULTS
m _,
o
o m
�'
Description
n
o v
a}
a a,
3 1D
—'�
"4
Plastic Limit H Liquid Limit
wo
E
o
z
w
rn t—
m a
z
e
Moisture Content- 0
'
N-Value -
0
0
10 20 30 40 50 60 70
11 inches of Topsoil
2
10
.92
::::.
1
24
ss
3
3
6
.
i
_
Light brown, moist, Silty fine to medium SAND (SM), Loose
_
Orangish brown, moist, Poorly Graded fine to medium SAND (SP-
: ;I L r
3
� : .
_
—
SM) with trace Silt, Very Loose to Loose
a_ f a:
t
2
2a
ss
4
7
. ' ..
-
ia:rr
3
4
:...:...:....
3
18
ss
4
g
..:...
2
�
¢
'; 1
1:f.Ci
2
_
Gray, wet, Sandy Lean CLAY (CL), Soft
—
5
24
ss
2
3
10
9� Y ( )'�a.ca.
Oran ish brown, wet, Poorly Graded fine to medium SAND SP-SM
3
_
with trace Silt, Loose
i
6
18
ss
a
8
—
4
�:.
7
12
ss
4
9
4
Boring terminated at 15 ft.
s
- .. ..
6
_2.4_
25
:, .. ..
20
30
-
10
-.
1
35
25
_--
a'
,
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'
PAGE
1 of
1
.gfani1nrr1 PPnpfrirrn" Tr OQ wPYP—rrnrm.,f in th. raw
„..o.,—1
--4---
....tti
A CTAA
M
-rroa

1
H
C
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
_
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
C­h'k.�...p+K..;R,,�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-55
DEPTH TO WATER - INITIAL-: -!-T- 8 AFTER 24 HOURS: - CAVING f-
c
@
Q
a m
n
m
o
a 7
n
ua
m
o
TEST RESULTS
Plastic Limit 1-4 Liquid Limit
J
w❑
E
o
Description
mZEpE
N
O�
m a
Z
V
Moisture Content - •
a
N-Value -
10 20 30 40 50 60 70
0
_
5 inches of Topsoil
2
0.4
1
23
ss
25
4
Grayish brown, moist, Silty fine to medium SAND (SM), Loose
15
4
5
2
24
ss
4
g
:...:...:...............:...
—
..�
4:
4.,•
Tan and whitish tan, moist, Poorly Graded fine to medium SAND
i i
s
—
(SP-SM)with.traceSilt, Medium Dense
f 7:E}:
{:.�}
3
20
ss
s
12
......................:...
—
s
..
Orangish brown, moist to wet, Poorly Graded fine to medium SAND
.:? t;
a
—
(SP-SM) with trace Silt, Very Loose to Loose
IX c r
4
22
ss
4
3
8
cia:if
10
J: i, C [
-
2
u:ii.
C i
5
21
ss
4
4
7
10
!1l[1:
4
+:1:
21
ss
2
4
5
4
7
24
ss
4
e
j •ri}
10
j '. . . .
Boring terminated at 15 ft.
—
o
0
25
..
0
_1
10
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial aroundwaterreadina may not be indicative of the static r - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
�h.:�Il.F.rNMhMGM1Y1.TtArIM�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGEDBY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-54
DEPTH TO WATER - INITIAL": 6 AFTER 24 HOURS: CAVING> -C
E o
'o
o `o
TEST RESULTS
Plastic Limit I Liquid Limit
-'
v a��i
a E
m w
o
DesCri tion
p
z
F-
m a
z\
Moisture Content- •
w
N-Value -
10 20 30 40 50 60 70
0
6 inches of Topsoil
3
iii
1
20
ss
6
7
Yellowish brown, moist, Silty fine to medium SAND (SM), Loose
-
—
11
i
=
�,
Z
Whitish tan and tan, moist, Poorly Graded fine to medium SAND
Silt, Loose Medium Dense
L�: t1•
1:rc r
2
21
ss
A
5
6
(SP-SM) with trace to
;,:,;;
5
°
—
i•:'.ii.
3
17
ss
4
g
` ..... .:. .....7�7:..
.44
5
Brown, wet, Poorly Graded fine to medium SAND (SP-SM) with-trac
'�`�'. ��•
3
j
Silt, Loose
a['
4
1&
ss
4 a
7
.
3
5
20
ss
8:
j '
1
Ia:Ci
a
Light gray and brown, wet, Psot�rly Goosed fine to medium SAND (SP
:�.?I.
.rCtr
6
16
ss
s
6:
9
lag
—
A
:f i-
13
Orangish brown, wet, Poorly Graded fine to medium SAND (SP-SM)
6j"
/.
N�
—
with trace Silt, Medium Dense
rr
'r?:c�1.
is
7
22
ss
s
14
::. •
a
/��i ..:
Boring terminated at 15 ft.
z
s
2
-19
-15
10
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The inilial aroundwater readina may not be indicative of the static Groundwater level, WOH - We'aht of Harnmer
PAGE 1 of i Standard Penetration Tests were performed in the field io general accordance with AS TM D 1586.

1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Alian^Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
cn,v r■ F �._� rY
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
T
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-53
_
DEPTH TO WATER - INITIAL*: a 7 AFTER 24 HOURS: v CAVING �
c
a
L
oo
TEST RESULTS
Plastic Limit H Liquid Limit
Ca
CL m~
v
Description
a
a o
z
a
E>
a
3 [D
Q E
p
ca
N
N
m r,
Z
o
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
_
6 inches of Topsoil
z
i i
-
1
1
20
ss
2
3
4
10
................
.d
Orangish brown, moist, Sandy Lean CLAY (CL), Soft
Tan and brown, moist, Silty fine to medium SAND (SM), Loose
i
::
2
18
ss
5
5
z
s
..
9
9
/: ... .......... .: ..
3
20
ss
a
q
i0
-
t
—
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Loose to Medium Dense
�t-j: ij•
a:r.[r
4
17
ss
4
:,:t'
ri.t1:
5
-
5
21
ss
5
14/'�
j�
a
14
.
�
_
Crangish brown, wet, Poorly Graded fine to medium SAND (SP-SM),4'4:�i;
Medium Dense
i
C.
a:cf
6
20
ss
a
s
-
.-i:".'. F'-
s
..... ... .. ... .
—
4
�i+rF+
13
:...... '- .-..-:.. .
—
7
24
ss
5
B
�5
r [
3
.........................
—
Boring terminated at 15 ft.
20
fi
25
..
8
v
--30
10
-20
Notes: SS = Spfd Spoon Sample
ST= Shelby Tube Sample
HA= Hand Auger Sample
BS = Bulk Sample
*The initial oroundwater-readina-may nnt be indicative f the static arpundwater te yet WOH -W,-.inhi of Hammer
PAGE i of 1 Standard Penetralion Tests were perfarmed in the field in general accordance with ASTM 0 1586.

GET
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
Gumh xal •relm.air�ca!•Tnrfrgc
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-52
DEPTH TO WATER - INITIAL*: -;7e 8 AFTER 24 HOURS: T, CAVING> f-
o
N
u
Q1
o
TEST RESULTS
Plastic Limit H Liquid Limit
75 :1Q
m
Q
w
Description
a
a 6
Z
a"
ex
3 `fl
-2
n E
rn
inn
?
z
Moisture Content - •
w
N-Value -
10 20 30 40 50 60 70
3 inches of Topsoil
_
_
2
;!
—
1
20
ss
3
4
6
.2
Orangish brown, moist, Sandy Lean CLAY (CL), Medium Stiff
i
2
Brown and tan, moist, Silty fine to medium SAND (SM), Medium
;
4
5
Dense
2
24
ss
s
7
11
-
-
_
4
Orangish brown and tan, moist to wet, Poorly Graded fine to medium.""':
r
s
SAND (SP-SM) with trace Silt, Loose to Medium Dense
":`.a:
3
20
ss
s
12
f
-
b
Coarse Sand from 8 to 10 feet
i;l; r ¢
-
4a.cr
4
22
ss
10
no
ri.i;.
a
--
'
5
20
ss
5
10
-
..........:...: .
Light gray and orangish brown, wet, Poorly Graded fine to medium
4'4: r+;
e
SAND (SP-SM), Medium Dense
? i
6
20
$s
S
14
5
4
7
24
ss
19
12
Boring terminated at 15 ft.
6
20
_
8
-10
30
-�
10
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE i of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM 0 1566,

1
1
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Cam Le'eune, NC PROJECT NO.: JX10-116G
�:HF.:•F..�,w.t
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16 MSL
_
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rota Washr rd" DATE: 4-3-11
P-551
_
DEPTH TO WATER- INITIAL': 6 AFTER 24 HOURS: M CAVING> j�_
c
o
a w"
Q1
3 iA
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
>;
1v
0 E
�
o
Description
C9
E z
E 83,
a
i—
o
m a
Moisture Content - •
to
[
z
o
N-Value -
10 20 30 40 50 60 70
a
o
9
1
11-inches of Topsoil
1
21
ss
2
a
s
�T i i
.92
Brown, moist, Sandy SILT (ML), Stiff
7
—
Brown, moist, Silty fine to mediumSAND (SM) with trace Clay,
oose
=
2
6
ss
s
10
/ .....:...... ........ :...
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)4
with trace Silt, Loose
r.r.[1:
;;:; t
3
2D
ss
a
s
2
Light wet, Poorly Graded fine to medium SAND (SP-SM) with
i.
4
—
gray,
trace Silt, Loose
i:,: [ r
4
23
ss
9
.� [ �
rY.0
s
5
19
SS
4
9-
10
.....
4
4
6
24
ss
a
8
a
i..};
7
23
ss
3
a
f ..:... . . :. .:......
15
Boring terminated at 15 fl.
a
6
23
5
25
..........:. :. .:...:...: ..
-1a
8'
- 30—
—
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= Weiaht of Hammer
PAGE 9 of 1 Standard Penetration Tests were Performed irr the rield in .genera! accordance with AS TM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
cnnanri•c.w�..-�-r�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
BORING LOG
DRILLER: GET Solutions, Inc. _ LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P" 5O
DEPTH TO WATER - INITIAL*: 7 AFTER 24 HOURS: T- CAVING -
o
R
m
m
o
TEST RESULTS
Limit F i Liquid Limit
o I-E
Q
�eSCflptlOn
v
``
a o?
m z
m
ya
n
3Plastic
cu
H
inn
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
10 inches of Topsoil
J
2
3
1�
1
24
ss
9
10
Brown, moist, Silty fine to medium SAND (SM), Loose to Medium
Dense
:. :
e
Trace Organics from 0.83 to 2 feet
-
2
24
ss
5
s
13
% .
-
7�
.....
—
Trace Clay from 4 to 6 feet
3
24
ss
s
13
3
/l
Grayish brown, moist to wet, Silty fine to medium SAND (SM), Very
2
10-
Loose
4
20
S5
3
Dark brown, wet, Silty fine to medium SAND (SM) with Organics,
Very Loose
:::
5
16
ss
2
3
45A
• -
_
-
Gray, wet, Silty fine to medium SAND (SM), Medium Dense
6
—
..........
6
20
ss
14
'
-
—
4
l
13
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
ri
r7:c1:
6
trace Silt, Medium Dense
,;�:tr
7
22
ss
s
13
Boring terminated at 15 ft.
6
20
.. _.
10
_25
-
30
3
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
! WOH -
PAGE" 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
_
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS _New River Camp Lejeune, NC PROJECT NO.: JX10-116G
r.,rRe,:a•[.e+TRe.+:m-u-
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-3-11
P-49
DEPTH TO WATER -INITIAL*: �_Z- 10 AFTER 24 HOURS: Z CAVING> -C,
o
u
maar�
m=
�
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
a m
Q �,
Description
Q
d
Z
sz >
3 c°
w0
E
o
F
in a
z
v
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
za
o
a
7-inches of Topsoil
2
% 1 :
1
24
ss
z
5
Brown, moist, Siltyfine to medium SAND SM with trace Clay,
� ) Y,
3
18.
Loose
:I'a:
—
4
.+.I. �,
3
=
Whitish tan to tan, moist, Poorly Graded fine to medium SAND (SP-
—
SM) with trace Silt, Loose
1
5
3
21
SS
;
7
..............:. .". .
...:. . : .
z
r:i. F +.
-
3
-
I.I'Li
4
20
ss
a
8"
v.
4
�-
3
-
7:r[i
5
21
ss
2
5
10
—
10
::
..... .
—.
10
- '
Light gray to light gray and orangish brown, wet, Poorly Graded fine
.4
.F+ is
2
-
to medium SAND (SP-SM) with trace Silt, Very Loose
;I;I:t!
; c I
6
16
ss
2
4
'
...-..
3
4r:i.r
i.
2-
i
-
a: C
7
23
ss
3
15
d.I.Sr
2
:...:.......:... ...:......
Boring terminated at 15 ft,
a
:...:...:...: ..: ..:
zo
s
25
-10
-
30
.
10
-15
35
Notes: SS - Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
•r =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Cam Le'eune NC PROJECT NO.: JX10-116G
en+., h•rr�L•e.Nm.�,.w.aarr�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 4-3-11
P-48
DEPTH TO WATER - INITIAL`: -:�z- 10 AFTER 24 HOURS: _ CAVING> f-
o a
L
(D
m
a,
ro
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
a m
a v
w
Description
Q
a d
0 z@
a?
g
3 `A
M�
©E
o
°
c�
cn
cnacn
r
m a
z
v
Moisture Content - •
a
N-Value -
20_
0
10 20 30 40 50 60 70
8 inches of Topsoil
3
�;
I
1
23
ss
5
9
j
% -
6
Tan, moist, Silty fine to medium SAND (SM), Loose
s
4;
a
1/11/ox
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
' 't i
z
Silt, Loose
ra:c1:
a;i. 1
3
21
ss
3
5
.: ..: ..:. .:...:...:.......
4
Orangish brown, moist, Poorly Graded fine to medium SAND (SP-
'`' t i
ri: t1:
a
—
j:
SM) with trace Silt, Loose
`
4
17
ss
5
9
{ : ►
—
_
an and orangish brown, moist to wet, Poorly Graded fine to mediu
'14: r+:
t?
5
j
SAND (SP-SM) with trace Silt, Loose
''
5
22
ss
4
9
16
SS
5
XLr
9
—
4
13
Tan and orangish brown, wet, Silty fine to medium SAND (SM) with
_
trace Clay, Loose
7
17
ss
4
5
1
4
Boring terminated at 15 ft-
25
•15
3
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
"ie inilial groundwater reQdina may iiof bp indicative of the static groundwater level. = .
PAGE: i of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
1
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
_
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
GorerMHrel-[. erTnaae„w•7esr�
BORING LOCATION: See Attached Boring, Location Plan _ SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: ^ J wwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-3-11
P-47
DEPTH TO WATER - INITIAL*: 10.5 AFTER 24 HOURS: T — CAVING -L
c
y�
N=
j
o
O
TEST RESULTS
Plastic Limit H Liquid Limit
aU
o `m
(m
Description
P
a
m
a o
E
a
E Q
Q a1
E
3 tO
o
y
a E
o
Z
F-
in a
Q
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
o
7 inches of Topsoil
5
'
1
22
ss
3
4
—
Light brown, moist, Silty fine to medium SAND (SM), Very Loose
2
7
_
Tan and brown, moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Loose
�1' i�_
2
21
ss
4
15
5
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
4
with trace Silt, Loose
,:. i }
3
22
ss
a
10
..:...........:........
j '
s
_
z
Light gray. and light brown, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
:ta: t .
: s `
4
20
ss
7
14
-
6:tJ.
5
18
SS
6
1010
: -
10
I
-
VON
4
s
19
55
14
20
i
-
t 7r1.
.1'I.CF
...... .. ... .... .
--
4
I:I:L1:
- '
---
7
18
ss
7
114
e•riF
25
j�i
16
.:... .......:...:..
—
2a
Boring terminated at 15 ft.
s
..
-
2
—
s
-10
30
10
15
35
:
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS - Bulk Sample
*The initial aroundwaler readino may not be indicative of the static around ater 1pvpl.
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamfort_h, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Cam Lejeune, NC PROJECT NO.: JX10-116G
-
{•-�+•,r�rrm
BORING LOCATION: See Attached Boring Location Plan _ _ SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-3-11
P-46
DEPTH TO WATER - INITIAL': -Ve 9 AFTER 24 HOURS: Z CAVING> f-
0 4=
1=
TEST RESULTS
Plastic Limit H Liquid Limit
y J
W �a�i
CU �
w
Description
�
E �
� �
� �
o �
j
�
w �
E
o
N
,�
in n
\
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
3 inches of Topsoil
1
—
i
17
ss
2
z ,
4
.2
Brown, moist, Silty fine to.medium SAND (SM), Very Loose
Orangish yellowish brown, moist, Silty fine to medium SAND (SM),
2
Very Loose to Loose
2
20
ss
2
a
-
3
::::
—
3
19
ss
4
7
% :...:...:...:...:...:...: .
—?
4
Light gray, tan and orangish brown, moist to wet, Poorly Graded tine'
:1 k f'
_
s
4
,
to medium SAND (SP-SM) with trace Silt, Loose
li:t1:
,..
4
22
ss
4
4
S
4111 .
aa.cr
�. '
0:
4
4
10
rri1:
5
21
ss
s:
9
-
—
a i r
6
20
ss
4
7
Inn",. . .
e
--
-
s
4
4
j
1 J.H
Orangish brown, fine
wet, Poorly Graded to medium SAND (SP-SM)
r7:L1:
7
4
with trace Silt, Loose
•'''`
20
ss
2
6
1
` }
z
Boring terminated at 15 ft.
25
-10
0
-
i'
1
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
i f Hammer
PAGE 1 of 1 Standard Penetration Tests were Performed in the field in general accordance with ASTM D 1586.

1
L
1
GETPROJECT:
P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
ammo
aa�e:ra•r-,—w.rwbff
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION: 19 MSL
T
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY-. gwh
DRILLING METHOD: Rotaa Wash "Mud' DATE: 3-26-11
P-45
_
DEPTH TO WATER - INITIAL*: U 9 AFTER 24 HOURS: T CAVING> -C
c r
o
TEST RESULTS
Limit H Liquid LimitQ
;�
?�
Q as
Description
m
E
a°
o
E
3
o> �
m
#Plastic
❑ Eo
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
11 inches of Topsoil
J J
3
=
1
23
ss
s
8
.92
Loose
Orangish brown, moist, Clayey fine to medium SAND (SC),
5
; ,
Gray and orangish brown, moist, Clayey fine to medium SAND (SC),
Loos..
2
24
ss
s
10
.
15
Whitish tan, moist to wet, Poorly Graded fine to medium SAND (SP-
.1:: F i
s�
SM) with trace Silt, Medium Dense
r? i
3
18
ss
8
7
14
2�-
�
19
...
4
22
ss
rx�1:
i .1: F
cTr1.
10�.
//
9
5
20
ss
a
15
10
6
22
ss
5
a
9:
11
Light gray and tan, wet, Silty fine to coarse SAND (SM) with trace
4
f
Clay, Loose
2
5
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
z
j -- - -'
trace Silt, Loose
01. L V
7
23
ss
3
5
....:.. :. .:.. .
15
;;�;; F
Boring terminated at 15 ft.
6
20
- - -
25
-10
10
0
...:..... .........:.......:...
-15
5
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwati-r readino, may not be indicative ofthe SwL"roundwater level, WOH = Weight of Hammer
PAGE 1 of 9 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hank ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-44
_
DEPTH TO WATER - INITIAL*: -V 9 AFTER 24 HOURS: -,�r, CAVING> f-
o
Y
_
m
?
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
5 �,
Qa
asDescription
JE-
a�
Q
a o
E z
a 7
Q d
E
3 1O
m'
w g
n
C7Cc
rn
m a
z
v
Moisture Content - •
o
N-Value -
�
i0 20 30 40 50 60 70
—
7-inches of Topsoil
2
1
24
ss
2
z
4
r =
5
Dark grayish brown, moist, Silty fine to medium SAND (SM) with
trace Organics, Very Loose
j
s
_
1s
Slightly mottled light gray-orangish brown, moist, Sandy Lean CLAY
2
19
ss
s
a
7
(CL), Medium Stiff
.
i!t
3
3
/
_
Light gray and orangish brown, moist, Silty fine to medium SAND
3
20
ss
a
7
. • •
-
(SM) with little Clay, Loose
4
2
4
j
-
4
24
ss
7
10
—
Light gray and orangish brown, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
?:: F f
ra:t?•
5
17
ss
tit
11
22�
6
.1a_ti
- - -
MIND,/.
—
iy:ti
6
20
ss
8
13
rrr1:
6
. f
7
21
ss
5
9
5
a•ac[i
ja.ct:
5
j -
Boring terminated at 15 fL
:
20
i
5
-10
30
15
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of ? Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC - PROJECT NO.: JX10-116G
Gmnhayu •E•eiw•.�nw •ts4,eT
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 4-2-11
P-43
DEPTH TO WATER- INITIAL*: -:F- 10 AFTER 24 HOURS: -T CAVING> -L
c
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
>�
�, �,
�, w
Description
a
Li
E Z
E g
E
3 `°
2
m
w❑
E
o
co a
z
a
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
z0
a
20 inches of Topsoil
�
3
._
1
20
ss
3
5
1.67
Dark brown, moist, Silty fine to medium SAND (SM), Loose !
2`
//:
:::::
3
4
a
l
`.
Light brown, moist, Silty fore to medium SAND (SM), Loose
%
��
5
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
L'J: i 7.
a
15
with trace Silt, Loose to Medium Dense
lx r
; .:11.
3
17
ss
8
.......:...:...............
r1'L1:
—
s
17
4
23
ss
14
1 4Fi
Orangish brown, moist, Poorly Graded fine to coarse SAND (SP-SM
:':1;tf
15f
5
with trace Silt, Medium Dense
.f?�Y.
5
17
ss
6
10
1
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
4
trace Silt, Loose
is=r .
sj°r1
6
21
ss
4
4
$
j:
1�--t'v•
.. .. .... .. ... .... .. ..
.l '.I: L f
7arC
4
.
l7:!'.
7
14
ss
7
15
Boring terminated at 15 It.
5
-5
2
8
30
-10
-15
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
WO±L=--Weiaht of
PAGE 1 of 1 Standard Penetration Tests were performed in the field in ,general accordance with AS TM 0 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, -Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
ewe enr. •e.er�.m•rer„
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-42
DEPTH TO WATER - INITIAL": •S 11.0 AFTER 24 HOURS: -T CAVING L
o
s
91
�,
w:
o
ao
TEST RESULTS
Plastic Limit H Liquid Limit
m
w
N y
a
N 41
w
Description
a
,�
C o
E Z
a?
E u
o. °'
E
3 10
o
2�
�
w
E
o
CO
cn
eo ex
z
v
Moisture Content- •
o
N-Value -
10 20 30 4050 60 70
8-inches of Topsoil
1
:
o
1
20
ss
2
z
4
• -
0.sr
Tan and brown, moist, Silty fine to medium SAND (SM),ry L Veoose
35.4
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace:':':
•
3
Silt, L0058
};;t2
.F
�I-:fi�
21
ss
3
4
s
jl =
—
4
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Sill, Medium Dense
.fa,.ta.
3
19
ss
7
12
—
:�xc�
7
6
;;i;•
4
20
ss
13
7
a:rzr
5
20
ss
7
7
7
14
10
{-i•-+—
7
- :.- :.- . -.. . .
10
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
1
Va. N.
4
ME
SM) with trace Silt, Loose
t t
;
6
1 s
ss
2
6
/r a-
—
a-
1'1 cr
3
7
21
ss
$
9
—155
Boring terminated at 15 ft.
5
20
-10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*Thu initiat aroun-dwater readincy tnay-npt be indicative of Me static aroLLa"er level, WOH = Weight o� dam mer
PAGE i of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM D 1586.

I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
'
PROJECT LOCATION: MCAS New River Camp Le'eune, NC PROJECT NO.: JX10-116G
—
G,es,aee;r.;.c. et,,.•ear-u,.firt+.�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION; 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-41
µ
DEPTH TO WATER - INITIAL': V- 10.5 AFTER 24 HOURS: CAVING -L
a
°1
�—'�
TEST RESULTS
Plastic Limit I-{ Liquid Limit
a a��i
a
Description
m
o
n
3
wo
�'
Z
�
m o
o
Moisture Content -•
N-Value -
10203040506070
3 inches of Topsoil +
2
1
24
ss
2
z
4
.25
Light brown, moist, Sandy Lean CLAY (CL), Soft
-
9
....
Slightly mottled gray orangish brown, moist, Sandy Lean CLAY (CL),
2
22
ss
3.
°
—
Stiff
5:...:...
10
Light gray, moist, Silty fine to medium SAND (SM), Loose
3
17
ss
4
6
1
2
i
i
7
18
'/
EMO
/f
6
Light gray and brown to light gray, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
'LJ: �i•
�:' ['
4
21
ss
9
a
10
L ;X. r
6
.l:1:
aYrj
j:r
��•
:;ii
51
23
ss
$
13
:.
10
fight gray, moist to wet, Silty fine to medium SAND (SM) with trace
3
Clay, Loose
s
18
ss
4
7
4
13
Light gray and tan, moist, Poorty.Graded fine to medium SAND (SP
1a
.
SM with trace Silt, Medium Dense
r.r.[}'
;:;
7
21
ss
11
21
//�j • -
15
..: •
12
- -
Boring terminated at 15 ft.
6
2
_
. . . . . .
s
30
-5
-10
10
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial (yauadwater readino may not he indicative of the I" groundwater level WOH - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
-
can,x.,•F.d - w.rmIts
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 3-26-11
P-40
DEPTH TO WATER - INITIAL": U 9.5 AFTER 24 HOURS: Z- CAVING -L
o
y
�,
�,
�,
o
TEST RESULTS
Plastic Limit H iqu0id Limit
> U)
m m
Q)
Description
i
o
j
w
a E
rn
D
m n
Z
o
-L
Moisture Content
N-Value -
�
10 20 30 44 50 60 70
6 inches of Topsoil
2
_
1
24
ss
4
7
11
Brown and tan, moist, Silty fine to medium SAND (SM), Medium
Dense
:'.r1.
4{
y.,;t;
2
23
ss
4
4
8
/ .. ............ .........
%
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) wsth trace
--
Silt, Loose
-i a: c i
5-
Whitish tan from 8 to 10 feet
.,:C[r
,,;;
3
20
55
10
�� ...:...:...:..:...........
5
4
23
ss
4
3
—
ia; t
7
•1lL L f
4
10
Orangish brown and tan, moist to wet, Poorly Graded fine to medium
Z. SAND (SP-SM) with trace Silt, Loose
ri.tt:
5
21
ss
5
9:
10
.'
3
Orangish brown and light gray, wet, Silty fine to medium SAND (SM)
?'
2
with trace Clay, Very Loose
6
21
ss
2
4
4
—
5
4
':' E i
4l
13
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
-
trace Silt, Loose
r1:L1:
;;:;
7
24
SS
10
i/i
}
i
/`
Boring terminated at 15 ft.
_2C
_Q
10
0
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial BS = Bulk Sample
oroundwater readina may riot he indicative olthe static -groundwater lavet WOH - Weiaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leyeune, NC PROJECT NO.: JX10-116G
.h.,;.F.o+�•h �•�.
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-39
DEPTH TO WATER - INITIAL*:^ 10 AFTER 24 HOURS: CAVING> L
o
y
a m
Q
Description
a o
N
oo
TEST RESULTS
Plastic Limit H Liquid Limit
wo
f
oa
N Z
in CL
z
v
Moisture Content - 0
N-Value -
10 20 30 40 50 60 70
2
0
0
4 inches of Topsoil
4
j
3;
1
23
ss
4
9
j
Dark brown, moist, Silty fine to medium SAND (SM), Loose
3
fi
.
1
—
2.1.1..:
Grayish browm, moist, Clayey fine to medium SAND (SC), Loose
......
2
23
ss
2
3
..
3
—
t
5
4
Grayish brown and light gray, moist, Silty fine to medium SAND
:::::
WOH
1
(SM), Very Loose
E
E
3
13
ss
1
2
—
2
t
6
Light gray and tan, moist to wet, Poorly Graded fine to medium
�'j: t i.
z
SAND (SP-SM) with trace Silt, Very Loose to Medium Dense
.1:rt c
7.•• t
4
20
ss
2
4
'• .
S.F t t
2
,
73
5
20
ss
1
14
ra:tt:
-
t
+:1:i!
'LYr1.
6
20
ss
z
3
2
-
aicci'
.
—
a
3
7
18
ss
7
t
4
j/
Boring terminated at 15 ft.
5
:...: ..:...:..... ...
o
5
-5
8
-
10
-10
30
-15
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*file initial aroundwatier readinci may not be indicative of the —static oroundwater level. -.--.W0H=WeiahtaLHammer
PAGE 1 of 9 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., En ineer-Surve or, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-38
DEPTH TO WATER - INITIAL': -:V-� 9 AFTER 24 HOURS: 7 CAVING> -L
o
`
s
�,
m
a,
°'
N
o
TEST RESULTS
Plastic Limit H Liquid Limit
m
> �,
a
�,
a a�
a
Description
o
Q o
E z
a>
E u
a
E
3 14
0
g
t
o
(
in a
z
Q
Moisture Content- •
N-Value -
0
0
4
10 20 30 40 50 60 70
3 inches of Topsoil
1
22
ss
2
2
3
-
2
Orangish brown, moist, Silty fine to medium SAND (SM) with little
Clay, Very Loose
:::
; :
3�
Light brown, moist, Silty fine to medium SAND (SM), Loose
`
2
20
ss
4
8
15
a
3
21
ss
5
6
g
j ...:...:..... .:....
—60
Orangish brown, moist, Poorly Graded fine to medium SAND (SP-
•1:1: t i
4
17
ss
e
_
16
j
SM) with trace Silt, Medium Dense
a it.
t
8
10
'
10
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
h
16
MIN
����
SM) with trace Silt, Medium Dense
r.r.rt:
, r f
5
17
ss
7
23
j%
Light gray, wet, Silty fine to medium SAND (SM) with little Clay,
Loose
6
20
ss
3
a
6
—13
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
t i
3
8
5
—
trace Silt, Medium Dense
rx..L� t:
•• •
t
7
21
ss
7
13
-
15
..
s
Boring terminated at 15 ft.
.5
25
10
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = hand Auger Sample
BS = Bulk Sample
PAGE 9 of i Standard Penetration Tests were performed in the field in general accordance with AS TM D 1586.

t
I
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforih, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 3-31-11
P-37
DEPTH TO WATER - INITIAL*: $ 9 AFTER 24 HOURS: CAVING .0
o
y
n
o
a o
d
a
v
a
vi=
en
m*
c3
0
TEST RESULTS
Plastic Limit H Liquid Limit
Q
o
JE-
o w
Description
z
m
\
Moisture Content- •
rn
N-Valuev -
10 20 30 40 50 60 70
6 inches of Topsoil
2
1
23
ss
2
2
4
—
Light brown, moist, Clayey fine to medium SAND (SC), Very Loose
—
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace''i
Silt, Loose
n:: t..
2
21
ss
a
—
10
j .
,:,:;
6
is
—
4."
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
V`j'. ri•
.l:r.rr
ii-,crf
3
20
ss
4
7
6
13
//�
�/ ..........:.. :. .:. .
ra:tt:
/
5
4
19
ss
7
16
%7
Light gray and orangish brown, moist to wet, Poorly Graded fine to
-
_ medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
:t:: F r
rxt,:
4_ ; r L.
5
za
55
14
a
to
18
4
,
? .
—
.IYCr
a:1:•t1
6
19
ss
s
7
%
4
4
-
lri;C.
'1:1: t 1
3
5
i7:t1:
7
24
ss
4
11
j
Boring terminated at 15 ft.
6
25
:
30
10
.15
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
r level WOH = Veia f Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM D 1586.

GETPROJECT:
P705 Aircraft Main. Hangar & A ron; P710 Ordnance Loading Area Addition
CLIENT: C._Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: WAS New River Camp Lejeune, NC _ PROJECT NO.: JX10-116G
Gn,«n•w•�•e. ehwu.r,i.f. rnrr
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-36
DEPTH TO WATER- INITIAL;: sr 12 AFTER 24 HOURS: s CAVING -L
o
U
�,
o
TEST RESULTS
Plastic Limit I I Liquid Limit
Description
a
o
m Z
m
3
m
E
o
2
�°�,
E Q
z
v
Moisture Content -•
o
N-Value -
_
0 _
0
10 20 30 40 50 60 70
9-inches of Topsoil
z
�
1
21
ss
z
4
.
Grayish brown, moist, Silty fine to medium SAND (SM), Very loose
20
9
Tan and orangish brown, moist, Poorly Graded fine to medium
3
SAND (SP-SM) with trace Silt, Loose
a:[VJ
:,:,; i;
2
21
55
6
.............................
/
a
3
12
ss
3
4
7
%
y ...:...:...:...:...:.... ..
—
Brown, orangish brown and light gray, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
'i a; F i
r.r L 1:
�::; }
4
20
ss
"
4
s
7
s
—
10
j
/
—
_
Light gray and tan, moist to wet, Poorly Graded fine to medium
:: Ef
—
10
SAND (SP-SM) with trace Silt, Loose to Medium Dense
ra:cr
S
22
ss
9
-
10
'LT r7.
.1:C[ C
............
5
6
23
ss
s
11
-
.4 ..I:
4
4
—
;
!-
7
24
ss
5
9
j
1:,
?'�:tt
B
j:
Boring terminated a1 15 ft.
20
30
0
35
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
-
WOH We�aht of Ham rner
PAGE 1 of i Standard Penetration Tests were performed in the field in ,genera! accordance with ASTM D 1586.

1
GETPROJECT:
P705 Aircraft Main. Hanqar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Came Leieune, NC PROJECT NO.: JX10-116G
^�
n �. •F•�•rm
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-35
DEPTH TO WATER - INITIAL*: 4� 9 AFTER 24 HOURS: 7, CAVING -C-
O
L
L
U]
m
•--�
N=
7
a
TEST RESULTS
Plastic Limit H Liquid Limit
J
n m
o CD
a �,
�,
DeSCfIpt10tl
a
d
Z
o>
a °'
3�
Q
v
11
z
Moisture Content- •
w
N-Value -
10 20 30 40 50 60 70
0
-
7 inches of Topsoil
0.58l
1
20
ss
4
5
7
j
Brown, moist, Silty fine to medium SAND (SM) with trace Clay and
—
l Organics, Loose
:, _,.
2
24
SS
7
14
Tan, moist, Poorly Graded fine to coarse SAND (SP-SM) with trace
—
Silt, Medium Dense
rrs1:
a'i'
5
5
:L�:rr•
321
ss
7
14
..:
..
-
-
—
z
Tan and tight gray, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Loose to Medium Dense
;; t i.
t:.tr
.
4
21
ss
5
4
gj
..
10
Coarse Sand from 10 to 15 feet
:.�. F i
':'i r i
=u:
4
_
3
--
-
i 1.
5
19
ss
4
4
7
% '
,
10
rl:t1:
-
4�
:,r i
5
19
ss
7
13
j
:17:Li
4
i•i;Fi
7
24
ss
5
9
;.. ...
6
�.
Boring terminated at 15 ft.
6
20
... .
25
•10
10
0
.
35
;
20
Notes: SS = Spat Spoon Sample
ST =Shelby Tube Sample
HA = Hand Auger Sample
BS = Buik Sample
initialv v . WOH_f Hammer
PAGE i of 1 Standard Penetration Tests were performed in the field in general accordance with AS TM 0 1586.

d
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-34
_ _
DEPTH TO WATER - INITIAL*: 11.5 AFTER 24 HOURS: -Z CAVING> -C
o
L
u
m
a
TEST RESULTS
m J
n a
Description
a
n d
m
Q �'
'0
3 �O
Plastic Limit H Liquid Limit
2
to
Q
T
O
o?
to m
1-
�
ib a
?
Z
v
Moisture Content - •
�
o
N-Value -
T
10 20 30 40 50 60 70
3-inches of Topsoil
O 2
1
24
ss
3
Brown, moist, Silty fine to medium SAND (SM), Very Loose
::::
2
2_
.....
—
—
a
Orangish brown and tan, moist to wet, Poorly Graded fine to mediu
'r'a' 6:
z
: : : :
SAND (SP-SM) with trace Silt, Very Loose to Loose
? ;? r [
2
20
ss
2
q
-
_
2
f
3
17
j . .....:...:,
ra [i:
ss
5
n: 1:
4..
5
21
ss
3
7
% '
-
--1�--
+�;ir
' 6 7:
6
17
ss
3
3
3
6
/ -
—
n
13
3t{-
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
z
% _
—
trace Silt and Gravel, Very Loose
raav
•,-,:;
7
22
ss
4
$
1
}-
a
j
Boring terminated at 15 ft.
�—
20
0
_ 5
30
-10
10
35
:
15
-
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in _general accordance with ASTM D 1586.

I
GETPROJECT:
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le'eune, INC PROJECT NO.: JX10-116G
G.mnh-i.�IF.pyy,yriaJ•TNNrrS
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash"Mud" DATE: 3-31-11
P-33
DEPTH TO WATER - INITIAL*: -V, 8 AFTER 24 HOURS: -Z _ CAVING> ,C
m
o
TEST RESULTS
Plastic Limit I --I Liquid Limit
ia �
a1—.
a m
DeSCflpll011
Q
°
K >°
E
o�
�
a°
m
r10zicu
finF-m
a
\
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
o
_
4 inches of Topsoil
2
i
—0.31
ri:c1:
4 :''. E
1
22
ss
3
5
_
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
—
Silt, Loose
L''r r
2
21
55
6
15
L is
3
- -
-
4
Orangish brown, moist, Poorly Graded fine to medium SAND (SP-
'-;
.iai,:
a
5
y
SM) with trace Silt, Medium Dense
.4: .1: r r
3
21
ss
s
11-
Tan, moist, Poorly Graded fine to coarse SAND (SP-SM) with trace
ii :":'t 1
4
20
s
9
`.
Silt, Loose
?. ` t
ss
a
j
5.
10
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
:1.ai E i
5
- - -
trace Silt, Loose
rxtr;
i:r• r L
5
18
ss
3
2
S
'
-
10
'1 1.
2
1
N'.L1:
6
20
ss
9
j.
a,l: ,.}
a
... .. ...
5
4
: -. : -
h:
r.r.tl:
-i Y.
7
24
ss
6
9
15
Boring terminated at 15 ft.
:. :... ...:. .: .
o
2
_
-10
10
20I
I
L
Notes: SS = Split Spoon Sample
ST = Shelby TLbe Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The-
PAGE 7 of i Standard Penetration Tests were performed in the freld in general accordance with AS TM 0 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., En ineer-Surve or, Ltd
PROJECT LOCATION: MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
"
cssRnn==r•r•ti� W•7nx
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-32
DEPTH TO WATER - INITIAL*: -U 9.5 AFTER 24 HOURS: 4� CAVING> L-
a r
n
r
m
y
m
a
TEST RESULTS
Plastic Limit IH Liquid Limit
t J
a 8
az
m
Description
n
``
a o
m Z
a)
w
Eo°'
C7
cn
w
cn
m Q
v
Moisture Content -•
rn �
Z
e
N-Value -
-0
0
10 20 30 40 50 60 70
4 inches of Topsoil
_
_
—
ca x c i
1
24
ss
3
g
3
Light brown, moist, Poorly Graded fine to medium SAND (SP-SM)
:: it
—
with trace Silt, Loose
z
ia�ti
2•
18
55
2
3
5
.:...:...:...:...:..... '
2
t_tr
isrC
3
21
ss
3
6
... ..... ........ . . .
—
8...
3
j
Orangish brown, moist to wet, Poorly Graded fine to medium SAND
'0: ii.
y
_
(SP-SM) with trace Silt, Loose
:1:': �':
•i:. r
a
20
ss
4
5
8
—
ri:t1:
3
1
.4.'_r}
'�7r7•
5
21
ss
y
9:
10
itti
6
:. .:...:...
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
'E�=ri
:
—
trace Silt, Loose to Medium Dense
i;i; ;
:r r
6
16
ss
44
5
9
[r
Boring terminated at 15 ft.
o
6
29
5
-10
31)
35
.20
_
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
Weicht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

1
I
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-31-11
P-31
DEPTH TO WATER - INITIAL': W- 10.5 AFTER 24 HOURS: s CAVING -L
a
L
m
Y
t
D
0.
m
a
a °'
3 '°
y
_
o
"1
TEST RESULTS
Plastic Limit I I Liquid Limit
q
J
w
a
E
E m
aCn
Description
m
E z°
=$
E
0
m a
\
Moisture Consent - •
N-Value -
10 20 30 40 50 60 70
0
0
10 inches of Topsoil
20
1
24
ss
2
3
0.6
Grayish brown, moist, Clayey fine to medium SAND (SC), Very
2
—
Loose
;:,i;
2
23
ss
2
3
5
i..:..........................
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt, Loose
r:rC1:
:
4
=
5
T rI.
3
19
ss
a
3
7
....................:......
j
15
Light gray and orangish brown, moist, Poorly Graded fine to medium
%J: i j-
3
_
SAND (SP-SM) with trace Silt, Loose to Medium Dense
J tCCr
::. i
4
17
ss
4
7
+ .,. f } J.13
jgempol"
91"lf
%
10
-=
1 D
rangish brown, moist to wet, Poorly Graded fine to medium SAND
' :rf
:0: r+:
6
18
ss
7
24
� ..:.
�,•
(SP-SM) with trace Silt, Medium Dense
13
13
/
.'..I:CI
-
4
i FI
7
23
ss
20
15
Boring terminated at 15 ft.
0
25
—
O
-10
10
s
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'i ! WOH _
initial
PAGE 1 of i Standard Penetration Tests were performed in the field in generaf accordance with ASTM D 1586.

GETPROJECT:
'
'
BORING LOG
P-30
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Borsnq Location Plan SURFACE ELEVATION: 20 MSL
DRILLER: GET Solutions, Inc. _ LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
DEPTH TO WATER - INITIAL*: -�-7- 10.5 AFTER 24 HOURS: -T CAVING? f-
`
S2
o
TEST RESULTS
m
� �,
CL
v �,
n w
0,2
Description
a
a o
E z
E o
Q °1
E
3
o ;,
,�'�
Plastic Limit H Liquid Limit
w g
a E
a,
o E—
m n
Z
a
Moisture Content - 0
N-Value -
100
0
10 20 30 40 50 60 70
L 6 inches of Topsoil
5
0-�
Brown, moist, Silty fine to medium SAND (SM) with trace Clay and
1
24
SS
5
s
Organics, Medium Dense
Grayish brown, moist, Silty fine to medium SAND (SM), Medium
:' :'
2
22
ss
5
14j
—
Dense
5
Brown and orangish brown, moist, Silty fine to medium SAND (SM)
3
23
ss
s
7
—
with trace Clay, Loose
2
—
Grayish brown, moist, Silty fine to medium SAND (SM), Very Loose
4
16
ss
2
2
4
3
_
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP
SM) with trace Silt, Loose to Medium Dense
ra:cV
5
20
ss
7
1410
'U:CJ-
.....
Trace Gravel and Organics from 10 to 12 feet
a
—
24
ss
7
rsLt:
a
LT rJ.
-
7
7
24
ss
16
—
—
—
Boring terminated at 15 ft.
...... .. .. ...............
1
20
-10
30
10
'
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
WnH = Bulk Sample
'
PAGE
1 of
1
Sfarndarrf Ppnptrafinn Tpsfs -Prp nprfnr—r! in tha riolrf
—ith
n erne
rn
I �aa

1
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd -
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 3-31-11
P-29
DEPTH TO WATER - INITIAL': - 9 AFTER 24 HOURS: T CAVING f-
ro
a
a
Q
CL o
a
a Q1
3 10
v
w
o
CD
04
TEST RESULTS
Plastic Limit H Liquid Limit
o
JED
DeSCiIpl10f1
cD
V) Z
t-
m a
z
Moisture Content 0
LL
W �u�°
N-Value -
10 20 30 40 50 60 70
0
_
12 inches of Topsoil
1
1
22
ss
1
2
1
Gray, moist, Sandy Lean CLAY (CL), Very Soft to Medium Stiff
2
3
-
1
2
18
ss
a
7
:. .:...:...:... .... :...:...
4
Light gray, moist, Silty fine to medium SAND (SM), Medium Densemj;�
3
18
ss
7
9
15
:... :...:...:
—
2
16
//
Light gray and orangish brown, moist to wet, Poorly Graded fine to
medium SAND (ISP-SM with trace Silt, Very Loose to Medium
)
': L 1'
4
22
ss
s
1 ry.tj
8j
10
Dense
r,;i,:
i.r•rL
—
e
Oran ish brown from 8 to 10 feet
g
a:
-txC r
5
1fi
ss
13
�il
1
$
—
is=ri
6
T21ss
4
2
a:f:ci
7
20
55
3
—
3:
4
-
15
•'.
3
l
—
Boring terminated at 15 ft.
j.
25
•10
..
15
10
- -
35
Notes: SS = Spfit Spoon Sample
ST = Shelby Tube Sample
HA 7 Hand Auger Sample
BS = Bulk SampleWeiahl
of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
_
PROJECT LOCATION: MCA_S New River Camp Lejeune NC PROJECT NO.: JX10-116G
e�.ns.).r,e.,m•r
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: Qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-28
DEPTH TO WATER - INITIAL*: -V, 8.5 AFTER 24 HOURS: v CAVING> J~
o r
m
y
a
TEST RESULTS
Plastic Limit H Liquid Limit
J
a
a m
a w
Description
n
n d
z
a 7
a a�
@
3 1O
—�° a
��
?
w�
rnal:
z
o
Moisture Content - •
N-Value -
_
0
a
10 20 30 40 50 60 70
12 inches of Topsoil
...
1
—
1
20
ss
1
2
1
_
Dark grayish brown, moist, Sandy Lean CLAY (CL), Very Soft to
2
Medium Stiff
; =
3
—
2
23
ss
4
7
:.. :...:...:...:...
15
A
-
4
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
: 't
--
5
_
with trace Silt, Medium Dense
u:
.rr::..►
3
19
ss
7
12
............:...:...'....
Light gray, moist, Siity fine medium, SAND (SM), Medium Dense
s
—
4
18
ss
12
�
i0
-
-ight gray, moist to wet, Poorly Graded fine medium, SAND (SP-SM
i�� � f
3
with trace Silt, Very Loose to Loose
i:1 r
5
24
ss
2
5
;
�q_
u:r).
-
—
—
2
.t:C[i
_
6
22
ss
2
3
r31L1:
3
-
5
4
7
21
ss
10
3
Boring terminated at 15 fL
0
5
AD
30
10
-�
15
35
:
•20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The initial groundwater reading May nol be indicative ofthe static aroundwater level WOH Weiaht of Hammer
PAGE 1 of 1 Standard Penelration Tests were perforated ir] the field in general accordance will) ASTM D 1586.

J
i]
I
GET
PROJECT: P705 Aircraft Main. Hangar & A ron; P710 Ordnance Loading Area Addition
_
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Le;eune, NC _ PROJECT NO.: JX10-116G
c.mre+w. . xasH,�
BORING LOCATION: See Attached Boring Location. Plan SURFACE ELEVATION: 22 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 4-2-11
P-27
DEPTH TO WATER - INITIAL*: $ 11.5 AFTER 24 HOURS: — CAVING -C-
r jF
�?
N
m
a
o
TEST RESULTS
Plastic Limit H Liquid Limit
J(,
c,
(,
Description
Qa
E o
z
a
m
0 E
❑
m o
Moisture Content - •
w
N-Value -
10 20 30 40 50 60 70
0
a
2-inches of Topsoil 1 a
—
=
1
F24
ss
a
4
7
22.8
! ;
Tan and brown, moist, Silty fine to medium SAND (SM), Loose
20
_
2
Dark brown, moist, Sandy SILT (ML), Medium Stiff
.....
3
—
2
ss
2
5
j
5
Light gray, moist, Sandy Lean CLAY (CL), Medium Stiff to Stiff
3
2a
ss
3
3
6
j :. .....
j - ...:...: :...
r
3
3
2
15
4
17
ss
4
9
—
_
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) witf
13
-
trace Silt, Medium Dense
111C1:
4-1:r
5
21
ss
10
23
j
—
10
::
8
' ......... .
—
10
Light gray and orangish brown, moist to wet, Poorly Graded fine to
Fq: (+:
—
—
s
—
medium SAND (SP-SM) with trace Silt, Medium Dense
::tt
;;c i
6
18
ss
9
14
Boring terminated at 15 ft.
—
—
5
—
—
20
0
:
25
:.
5
.
30
14
10
35
-15
-
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in .general accordance with ASTM 0 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
1.
PROJECT LOCATION: WAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
�n*»s. •c.arnn.ww,c.raKr�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
_ ^�^
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-26
_
DEPTH TO WATER - INITIAL*: -!W� 10.5 AFTER 24 HOURS: T CAVING> -L
O
_
E _
o
TEST RESULTS
Plastic Limit I I Liquid Limit
C
a
CL w
�'
Description
o.
Q d
M z
n
n m
3
m
w
o
o
c�
V)
U
cn
m Q
v
Moisture Content- •
c� a
Z
o
N-Value -
10 20 30 40 50 60 70
4 inches of Topsoil
"'"
2
0
rxtr
'. E F
1
20
ss
2
z
4
3
Grayish brown, moist, Poorly Graded fine to medium SAND (SP-SM)a
with trace Silt, VeryLoose to Loose
"' r1'
l::tr
8
2
24
ss
2FIN
3
Light gray and tan, moist to wet, Poorly Graded fine to medium
ry:'.
�;�;r
3
17
ss
i
12
/
SAND (SP-SM) with trace Silt, Loose to Medium Dense
15
j
5
rx(�:
A
21
ss
10
.t:: C 1'
24
-5
IME/1
19
ss
8
13
try!.
24
-
6
20
55
7
113 1
13
ia:li:
4
ti: r7,
7
9
i"
7
24
55
20
'
is
Boring terminated at 15 ft.
25
10
30
............
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial aroundwalor Q2U=o may-ngt be indicativLQW)e static aroundwaler level BS = Bulk Sample
Hammer
—VVQH—=WeiQht0f
PAGE 1 of ? Standard Penetration rests were perforrned in the field in general accordance with ASTM D 1586.

L�
1
1
GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd _
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
c.v:.e:r.r.r-era.�.reu.nar�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-26-11
P-25
DEPTH TO WATER -INITIAL*: -V- 11 AFTER 24 HOURS: -3 CAVll f-
o
L
T
�,
a,
a,
o
TEST RESULTS
Plastic Limit I -I Liquid Limit
D@SCfIptI0t1
n
a d
a
m
3 �O
o �,
E
O
mca
0
In
rn Q
Z
"
Moisture Content -
w�
��N
o
N-Value -
10 20 30 40 50 60 70
p
_
1 inch of Topsoil
4
j
zo
1
7
ss
5
b
9
S
f
.0
Tan and brown, moist, Silty fine to medium SAND (SM) with some
organics, Loose
s
9
2
24
ss
io
23/
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
t1
20
19
15
Dark grayish brown, moist, Lean CLAY (CL) with Sand, Medium Stiff4
Q
20
ss
3
7
5.1
_ 1-�
%
3
j
8
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
r
'I =1: E i
9 0
5M) with trace Silt, Loose to Medium Dense
_
r i-. v
-0: M
.7:h:Cr
5
21
ss
9
9
i 8
7
/%
/// ....:...:...:...:...:...
10
6
22
SS
5
3
_
:,I,. L
.
4gg
7
24
ss
s19.:
14
�:
Boring terminated at 15 ft.
5
0
- - - -
2
-5
e
-
10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
= WLiaht
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera! accordance with ASTM D 1586,

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
cr•c+-�
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: T ^qwh
DRILLING METHOD: Rotary Wash "Mud"_ DATE: 3-31-11
P-24
DEPTH TO WATER - INITIAL*: 11.5 AFTER 24 HOURS: v CAVING> -L
o
Y
ry
o
TE57 RESULTS
JE
�eSCflptlOn
a
cv
a o
m
a n°
3 m
m
�
Plastic Limit H Liquid LimitCl)N
o
Z
v?
bm
cn
cn
a
z
Moisture Content - •
Wc7
o
N-Value -
-
0
0
10 20 30 40 5Q 60 70
2 inches of Topsoil
_
_
_
3
i
20
.1
Brown, moist, Silty fine to medium SAND (SM), Loose
1
18
ss
3
5
3
—
—
Orangish brown, moist, Sandy Lean CLAY (CL), Very Stiff
2
24
ss
,3
20
j
7
—
4
7
r
—
Orangish brown and tan, moist, Silty fine to medium SAND (SM)wit
3
22
ss
e
16
j��
m��� .:...:...:... • ...:...:. .
trace Clay, Medium Dense
a
15
6
—2-
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP
! =!: i +,
i°��
—
SM) with trace Silt, Very Loose to Medium Dense
aa.tr
4
19
ss
9/
20
—
:.: G
z
ra:[i:
•�a:ri,
5
18
ss
9
15
f X. C 1:
+:: E F
6
22
ss
5
10
5
7
24
SS
3
2
4
i
i
:i •i;�il
2
-
C,ISS
15
2
l
Boring terminated at 15 ft.
5
s
0
0
25
0
..
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
8S = Bulk Sample
r
PAGE 1 of i Standard Penetration Tests were performed in the field in genera! accordance will) ASTM D 1586.

n
I
GET
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltdriomw
_
PROJECT LOCATION: MCAS New River Camp Leleune, NC PROJECT NO.: JX10-116G
cu�h�.+•e.��,.. �•r,:rK
BORING LOCATION: See Attached Boring Location Plan _ SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotes Wash "Mud' DATE: 4-2-11
P-23
_
DEPTH TO WATER - INITIAL': s 10 AFTER 24 HOURS: CAVING> -C
c �
m
a m
E d
o
E °'
a m
o
TEST RESULTS
Plastic Limit I --I Liquid Limit
oa'
oa'
Description
C7
ca z
fn
U
m �-
W
m a
v
Moisture Content - •
w
cn
z
o
N-Value -
10 20 30 40 50 60 70
10 inches of Topsoil
J J
_
—
3
2
83'
1
2z
55
5 .
$
Slightly mottled tan-orangish brown, moist, Sandy Lean CLAY (CL),
Medium Stiff
a
j
:...
4
:I:is'
2
24
ss
6
6
6
12
..:...:.......:...:.......
MI
�/
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with irace.;:.,i
Silt, Loose to Medium Dense
r:r [1:
—
3
18
ss
5
5
!`
9
1
Light gray and orangish brown, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Very Loose
'L;?,r';.
';I:[ i'
4
20
ss
4
5
9
V0
L'J: i
10
j :
//,
5
17
ss
5
5
5
rr.
2
10
+:I. }
6
20
ss
2
3
2
,f • I; I, 1
1:
7
23
ss
2
5
15
4
Boring terminated at 15 ft.
:.
IV
5
0
-10
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial arotindwater i ive "a static aTpiLadwaler levol.= Weiaht
PAGE 9 of 1 Standard Penetration Tests were performed in the Field in general accordance with ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Han ar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
�-
PROJECT LOCATION: MCAS New River Camp Lemeune, NC PROJECT NO.: JX10-116G
-�i.r.�,•:
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 24 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-2-11
P-22
DEPTH TO WATER -INITIAL*: -lz- 14 AFTER 24 HOURS: v CAVING _L
o�
U
v
0 U5
a,
`.
,n
0
=
o
4
TEST RESULTS
n
n m
o m
Description
a
a o
Z
a
"
3 to
rn
Plastic Limit F-i Liquid Limit
wo
E
cn
m ZL
z
o
Moisture Content- •
N-Value -
o
0
10 20 30 40 50 60 70
2 inches of Topsoil
1T
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace'
70: ri.
_ '•
1
23
ss
2
z
g
Silt, Very Loose
".
2
Orangish brown, moist, Clayey fine to medium SAND (SC), Loose
.'..'...
2
19
ss
2
s
5
20
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
4
Silt, Loose to Medium Dense
`a!; ,.
3
22
ss
5
9
...:...:.......:.......:...
r•cs
2
t:[ r
4
20
ss
e
14
7
5
5
22
ss
5
10
..�,
10
10
.ta:tr
.....
5
/
Orangish brown and light gray, moist to wet, Silty fine to medium
a
—
SAND (SM), Loose
6
19
ss
5
9
4
- - -
3
10
—
-
-
r
7
18
ss
9
6
_
15
4
Boring terminated at 15 ft.
—520
0
5
0
to
-10
5
'
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
'The
I initial Qroundit be indicative of the static aroundwater level. WOH - WeiohLgm
PAGE 1 of 1 Standard Penetration Tests were performed in the field in peneral accordance with ASTM D 1586.

1
1
GETPROJECT;
P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: _C. AAan Bamforth, Jr., Engineer -Surveyor, Ltd_
PROJECT LOCATION; MCAS New River Camp Leieune, NC PROJECT NO.: JX10-116G
— man"
C.-.,e,r.4-F-0—,, !,U-Ind.S
BORING LOCATION: See Attached Boring Location Pian SURFACE ELEVATION: 24 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
"Mud"
DRILLING METHOD: Rotary Wash DATE: 4-2-11
P-21
DEPTH TO WATER - INITIAL': s 14.5 AFTER 24 HOURS: CAVING> f-
o x
L
i
a-05D
Ii.
�N
Fa(4
o
TEST RESULTS
Plastic Limit I--i Liquid Limit
-
ID
o Em
Qj �
Description
�
Ez
E
Eff,�w
Q
z
a
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
a
0
1 inch of Topsoil !
C0
1
-
1
18
ss
2
z
4
-
=
-
—
Brown and tan to orangish brown, moist, Silty fine to medium SAND
(SM), Very Loose to Loose
2
2
22
ss
a
g
..
�.
20
3
10
.
% .
5
4
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt, Loose to Medium Dense
:L 'j'. i i-
.i a: c r
:ia:ti
3
21
ss
4
6
l.1: L1:
.
'L7:[].
4
23
ss
6
13
- ...
011/1
8
'
% -
z
—
Light gray, moist, Sandy Lean CLAY (CL), Stiff
5
21
ss
6
5
11
j
4
...:...:...:...:...
j
Light gray and orangish brown, moist to wet, Poorly Graded fine to
i+:
5
medium SAND (SP-SM) with trace Silt, Medium Dense
�;
fi
20
ss
s
11
o
7 a: [ C
'`!?
16
r .
i
7
21
ss
4
y
15
'LrC
&
/%l/ ..... ..:...... ..... ...
Boring terminated at 15 ft.
21)
o
25
-
8
30
.
-
10
-10
5
,
15
Notes: SS = Sprt Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk $ample
I *The initial oroundwater readina may noi h wfir.-Rf've of the static c(D-audwater level. WOH - Weic f HamW"j
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

Particle Size Distribution Report
C C 000
.0 G O O QO �0�p
100 I I I I I I I I I 4 I I
I I I I I I I
90
I
I
I
I I
I
I
i
I
I
I I
I
80
I
I
I
I
I I
I
I
!
I
I
I I
I
I
I
!
I!
I
I
I
!
I
I
c l I
I
i
I
I
I I
I
I
i
I
l
l l
l
70
I
w
I
I
60
z
I
I
I
I
I k
l
1
I
I I
I
LL
I
I
I
I
I !
I
I
I
I
I
Ic I
I
Z 50
I
I
I
I
I I
I
I
I
I
I
I I
I
U
W 40
I
I I
I
I
CL
30
I
I I
I
I
I I
I
I
I
I l
i
i
I
I
I
I I
I
20
I
I
l
l I
I
I
I
k
i
l l
k
}
!
1
1
1 I
I
!
I
1
f
0 1
•
k
I
I
I
I I
l
I
I
I
I
I I
I
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% +3„
% Gravel
% Sand
% Fines
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
0.1
I.7
67.6
30.5
PASS?
SIEVE
PERCENT
SPEC.
Material Description
Brown Silty fine to medium SAND (SM)
Atterbern Limits
PL= LL= P1= NP
Coefficients
D90= 0.2327 D85= 0.2068 DB0= 0.1416
D50= 0.1221 D30= D1 5=
D10= Cu= Cr=
Classification
USCS= SM AASHTO= A-2-4
Remarks
(no specification
provided)
Sample Number:
P-15
Depth: 1
to 2 feet
Date:
GET
Client: C. Allan Bamfortli, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC.
Project: P705 Airct�aft Main. 1-langar & Apron; P710 Orclnance Loading
Area Addition
Jacksonville, North Carolina
Project No: JX10-116G Figure
51ZE
FINER
*
PERCENT
(X=NOj
#€4
99.9
#8
99.8
#10
99.8
# 16
99.5
#30
98.9
#40
98.1
#50
96.3
#80
77.2
#120
51.4
#200
30.5

0
a
M
L
a
R
0
J
U
c
ro
_
L
0 r
c)a
T
o. c
.L
= 0
0m
L.
Q fiat
a ��+J
06W
L co
roU
_
ro
2
a�
0
_
s4
_
d
r-�
c
L
U
L
'a
LO
0
ti
(L
O O O O O O
U) O LO O to O
Cl) co N CV r r
(isd) ssaj;g
UO)
0
LO
0
O
0
0
O
LO
O
0
O
o
00

0
1
1
I
1
1
1
I
1
MOISTURE DENSITY TEST REPORT (PROCTOR)
109
107
1 °
105
U
Q
T
tn
G
N
L>1
103
101
ZAV for
Sp.G. =
99
2.65
0 5 10 15 20 25 30
Water content,
Test specification; ASTM D 698-07 Method A Standard
Elev/
Depth
Classificati6n
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1 to 2 feet
SM
A-2-4
12.0
est 2,65
Ni,
0.2
15.7
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 105.7 pcf
Optimum moisture = 12.5 %
Brown and tan Silty fine to medium SAND
(SM)
Project No. JX10-1 16C, Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: 11705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: P-16
Remarks:
CBR a Boring P-16
Soaked C13R Val ue= 19.0
eilienc
Resy Factor= 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville, North Carolina
1

100
90
80
70
Z do
u.
Z 50
w
U
of
w 40
r-
30
20
10
0
Particle Size Distribution Report
_ o00
c c c' ,E .5
U.
1
I I I I I I I I I I i I I I
I 1 l l I I I I I ! I I
I I I I l I I I I I I I I I
I f I I I I f I I I I I I!
I
I f I I I I I I I I I I I!
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I i l l
I I I I I I! I I ! I I I
I 1 I I I I I I I I I I I I
I I I I I I I I I I I ! I
I I I I 1 1 I I I I I I I
I I I I I 1 1 I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt clay
a.5 1.7 81.9 15.7
SIEVE
SIZE
PERCENT
FINER
SPEC.`
PERCENT
PASS.
(X=NO)
#4
99.8
#8
99.3
# l 0
99.3
#16
99.1
#30
99.6
#40
97.6
850
93.4
#80
56.2
#120
29.8
#200
15.7
Material Description
Brown and tan Silty fine to medium SAND (SM)
Atterberg Limits
PL= LL= Pl= NP
Coefficients
D90= 0.2783 D85= 0.2558 D60= 0.1879
D50= 0.1676 D30= 0.1277 D15=
D10= Cu= CC
Classification
USCS= SM AASHTO= A-2-4
Remarks
(no specification provided)
Sample Number: 111-16 Depth: I to 2 feet
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: 11705 Aircraft Main. Hangar K Apron; P710 Ordnance Loading
Area Addition
Jacksonville, North Carolina Project No: JXIO-I 16G Figure

R
Sr�
R
L
L
El
LO
a
0 0 0 0 O 0
M O N NN O (isd) ssaa;g
0
LO
0
LO
0
N
0
0
o_
0
O
LO
0

1
MOISTURE DENSITY TEST REPORT (PROCTOR)
115
ZAV for
Sp.G. _
113
2.65
°
—lA .
I
U
d
T
.N
G
N
—
109
107
105
�
—
8 9.5 11 12.5 14 15.5 17
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp'G'
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1 to 2 feet
Sc
A-6(2)
18.7
est 2.65
29
12
0.0
46.0
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 112.8 pet
Optimum moisture = 13.0 %
Brown Clayey fine SAND (SC)
Project No. JX10-I 16G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main. Hangar &C Apron; P710 Ordnance Loading Area
Addition
p Depth: 1 to 2 feet Sample Number: P-19
Remarks:
CBR @ goring 11-19
Soaked C13R Value = 192
Resiliency Factor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina
E

Particle Size Distribution Report
C C G o 6
itWD ii 3t iL
100I I I I V V i I I I I
I I I I I I I 1 I I f l l l
I I V I I i I
90
I
I
I
I I
I
I
I
h
i l
l
80
I
I
I
I
I I
I
I
I
I
I#
!
I
I
I
I I
I
I
I
I
I
I
I
70
I
I
I
I
I
I
W
I
I
I
I
I
I
60
z
I
l I
I
I
I
I
I
I I
LL
I
I
1
1
1 I
I
I
1
I
I
I I
I
Z 50
w
I
f
I
I
I I
I
I
I
I
I
I I
W 40
I
I
I
I
I
I
a
I
I
I
I
I 1
1
I
I
}
I
I I
I
I
I
30
I
I
i
l
l I
I
I
I
I
I
I I
I
I
I
I
I I
I
I
I
I
I
I I
I
20
I
I
I
I
I I
I
I
I
I
I
I I
I
1
I
I
I!
I
I
I
I
I
I
1 1
1
1a
I
I
I
I I
I
!
I
I
I
I I
I
0
I
I
!
I
I
I
1
f
1 I
1
I
I
I
I
1
I
1
I
1
1 1
1 1
1
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% *3„
% Gravel
% Sand
% Fines
Coarse
Fine
Coarse
Medium Fine
Silt Clay
0.0
0.0
0.0
0.0
1.3 52.7
46.0
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
#10
100.0
#16
999
#30
99.3
#40
98.7
#50
97.$
#80
93.5
#120
83.2
#200
46.0
Material Descri tp ion
Brown Clayey fine SAND (SC)
Atterberg Limits
PL= 17 LL= 29 P1= 12
Coefficients
D90= 0.1509 D85= 0.1300 D60= 0.08S6
D50= 0.0786 D30= D15=
D10= Cu = Ce=
Classification
USCS= SC AASHTO= A-6(2)
Remarks
(no specification provided)
Sample Number: P-19 Depth: I to 2 feet
Date:
GET Client: C. Allan Baniforth, Jr., I?ngineer-Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Aircrift Main. hiangar & Apron; 1'710 Ordnance 1-oading
Area Addition
Jacksonville, North Carolina Project No: JX10-1 l6G Figure

LC)
O
a
LO 0 0 to 0 LO o LO o 0
C C!7 Cl) N CV r
(isd) ssai;g
O
O
M
O
0
LD
CV
0
O
O
0
0
LO
O
O
--

I
I
I
[1
I
I
I
1
I
MOISTURE DENSITY TEST REPORT (PROCTOR)
ZAV for
111
Sp.G. _
2.65
110
1 °
109
U
Q
T
C
43
-
108
107
106
7 8.5 10 11.5 13 14.5 16
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1 to 2 feet
SM
A-2-4
12.1
est 2.05
NP
0.1
22.8
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 109.8 pcf
Optimum moisture = 1 1.3 %
Tan and brown Silty fine to medium SAND
(SM)
Project No. JX10-1 16G Client: C. Allan Bamforth, Jr., l-ngineer-Surveyor. Ltd
Project: 11705 Aircraft Main. Hangar & Apron, 11710 Ordnance Loading Area
Addition
p Depth: 1 to 2 feet Sample Number: P-27
Remarks:
CBR @ Boring P-27
Soaked CBR Value = 23.0
Resilienct Factor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville, North Carolina

100
90
80
70
z 60
LL
z 50
w
U
w 40
d
30
20
10
n
Particle Size Distribution Report
q o O 6 PO �4p 6 V O
W M N c] # # # # 7Y # # #
I I 1 i I I I RU11
I I! f
I I I I
V V I l l I I I 1 I I I I I
I I ! c I
I I I I I 1! ! I I ! I I I
1 1 I I I I I 1 I ! f I I
I I I I I I I E I I V I I I
1 1 I I I I f I I I f l l l
I I I I I I I I I I I I I I
I I I I I I I I I V I I I
I I ! I! I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I f f l l l l
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% +3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.5 3.3 1 73.3 22.8
SIEVE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
(X=NO)
#4
999
#8
99.5
# 10
99.4
# 16
99.0
430
97.9
#40
96.1
#50
91.6
#80
61-.7
#120
38.7
#200
22.8
Material Description
Tan and brown Silty fine to medium SAND (SM)
Atterberg Limits
PL= LL= PI= NP
Coefficients
Dgp= 0.2866 D85= 0,2570 DgO= 0.1757
D5D= 0, 15 18 D30= 0.1003 D1 5=
D10= CLJ= CC=
Classification
USCS= SM AASHTO= A-2-4
Remarks
(no specification provided)
Sample Number: P-27 Depth: 1 to 2 feet
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main. Hangar& Apron, 11710 Ordnance Loading
SOLUTIONS, INC.
Area Addition
Jacksonville, North Carolina Project No: JX10-116G Figure

I
O
0
N
0
0
Q
0
O
LO
O
0
O O O O O O O Q p O
n co OCl) N O LO O �
(isd) ssajjg
r-
0
d
c
Cl)
a.

MOISTURE DENSITY TEST REPORT (PROCTOR)
ZAV for
111
i
I
Sp-G. _
_
2.65
ft�,
° 10
7
109.5
108
a
T
.N
C
Q)
�
T
I
i
106.5
105
F#-It-tl
103.51----H-
6 8 10 12 14 16 18
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.200
USCS
AASHTO
t to 2 leet
SM
A-2-4
12.4
est 2.65
NP
0.0
20.3
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 109.7 pcf
Optimum moisture = 12.2 %
Brown Silty fine to medium SAND (SM)
Project No. JX 10-1 16G Client: C. Allan Bamforth, Jr., Enginccr-Surveyor, Ltd
Project: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: 11-34
Remarks:
CBR a Boring P-34
Soaked CBR Value = 26.6
Resiliency Factor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina
11

1
O
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
100
90
80
70
0=
Z 60
LL
Z 50
W
U
tY
LLJ 40
0-
30
20
10
0
Particle Size Distribution Report
l7f\/'111V JILC - 1111I 1.
+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.2 7.7 71.8 20.3
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
#4
100.0
#8
99.9
# 10
99.8
916
99.4
#30
96.1
#40
92.1
#50
85.8
#80
57.9
#120
36.0
#200
20.3
(no specification provided)
Sample Number: 1'-34 Depth: I to 2 feet
Material Description
Brown Silty fine to medium SAND (SM)
Atte, rberg Limits
PL= LL= Pl= NP
Coefficients
D90= 0.3612 D85= 0.2933 DB0= 0.1859
D50= 0.1595 D30= 0,1081 D15=
D10= Cu= Cc=
Classification
USCS= SM AASHTO= A-2-4
Remarks
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Airctnft Main. Hangar& Apron; 11710 Ordnance Loading
Area Addition
Jacksonville, North Carolina Project No: JXlO-1 l6G Figure

G
0 to 0 LO
LD N V Cl)
CD
L o
M N N
(!sd) SSBJJS
Ln o
fg
0
0
0
0
0
r
O
is

I
I
0
I
1
0
i`
0
1
MOISTURE DENSITY TEST REPORT (PROCTOR)
115
113
I
a
ZAV for
Sp.G. =
2.65
109
107
105
7 9 11 13 15 17 19
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp G
LL
PI
% a
#4
%
No.200
USCS
AASHTO
1 to 2 feet
SM
A-2-4
16.5
est 2.65
NP
0.0
35.4
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 112.3 pcf
Optimum moisture = 12.2 %
Tan and brown Silty fine to medium SAND
(SM)
Project No. JX10-116G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main. Hangar & Apron; 11710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: P-42
Remarks:
CBRt a Boring P-42
Soakcd CBR Value = 27.2
Resiliency
Resy l actor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

Particle Size Distribution Report
0C
100
I I I I I I I I I I I I l E
I I I I I I !
90
I
V
I
I
I I
I
I
I
V
I
I I
I
l
I
I
I
I
I I
I
I
I
I
l
l l
I
I
I
I
I I
I
I
i
I
I
I
I
70
I
I
I
I
w
I
I
I
I
I
60
z
I
I
11
I
I
1
I
I
I I
U_
i
I
1
I
I I
I
I
I
I
I
It I
I
Z 50
w
I
I
I
I
I I
I
I
I
I
w 40
I
I
I
I
I
I
l
a
I
I
I
E
I i
t
I
I
11
I I
I
!
I
I
!
30
E
I
I
I
I I
I
I
E
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
20
1
I
I
I
I I
I
I
I
I
I
I I
I
I
V
I
I
I I
I
I
I
I
I
I I
I
10
I
I
I
I V
1
I
V
I
I
I
0
I
I
I
I
l
l I
I
I
I
I
I
I I
I
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
Gravel
% Sand
% Fines
% +3.,
Coarse
Fine
Coarse
Medium Fine
Silt Clay
0.1
0.6 63.9
35.4
SIEVE
SIZE
PERCENT
FINER
SPEC,"
PERCENT
PASS?
(X=NO)
#4
100.0
#4
99.9
#10
99.9
#16
99.7
#30
99.5
#40
99.3
#50
98.9
#80
84,8
#120
54.2
#200
35.4
Material Description
Tan and brown Silty fine to medium SAND (SM)
Atterber9 Limits
PL= LL= P1= Nil
Coefficients
D90= 0.1966 D85= 0.1806 D60= 0.1345
D50= 0.1173 D30= D15=
Dip= Cu= cc=
Classification
USCS= SM AASHTQ= A-2-4
Remarks
(no specification provided)
Sample Number: 11-42 Depth: 1 to 2 feet
Date:
GET Client: C. Allan 13amforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS INC. Project: P705 Aircraft Main. 1-langar Apron: 1'710 Ordnance Loading
Area Addition
Jacksonville, North Carolina Project No: JX10-116G Figure

m
N
�I
m
U
I
I
O Ln O N O Lo CD 0 p LO
O
(isd) ssaa;S
O
LO
M
O
O
to
N
O
0
u')
- o
0
• a

MOISTURE DENSITY TEST REPORT (PROCTOR)
120
117.5
115
U
"
ZAV for
Sp.G.
U)
C
2.65
112.5
110
107.5
7.5 9 10.5 12 13-5- 15 16.5
Water content, %
Test specification: ASCM D 698-07 Method A Standard
Eievl
Depth
Classification
Nat.
Moist.
Sp•G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1 to 2 feet
SM
A-2-4
15.7
est 2.65
NP
0.0
29.9
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry [tensity = 1 16.1 pcf
Optimum moisture = 12.8 %
Gravish brown Silty line to medium SAND
(SM)
Project No. JX10-1 16G Client: C. Allan Bamforth, Jr., Engineer-SLM,eyor, Ltd
Project: 11705 Aircraft Main. Hangar & Apron; 11710 Ordnance Loading Area
Addition
o Depth: 1 to 2 feet Sample Number: 11-36
Remarks:
CBR @ Boring P-36
Soaked CBR Value= 20.6
Resiliency I-actor=3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina
I
1

Particle Size Distribution Report
C C O G O
100 I I I I I I I I I I
I I I I I I I I I I I! I I
90 I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I I
80
I
I
I
I
I I
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I I
I
70
1
1
1 1
1
U-1
i
I
I
60
Z
{
h
f
I
I 1!
I
I I
I
LL
I
!
I
I!
1
1
1
I
I
V
I I
I
w 50
W 40
#
!
1
1
!
I
I
I
aZ
I
I
I
I
I I
I
I
I
V
I
I I
I
30
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I!
I
I
I
I
I
I
I I
I
20
I
I
I
I
I I
I
I
I
V
!
1 1
1
10-
I
I
I
I
I I
I
I
I
I
I
I
I
1
1
1
1 11
I
I
I
I
I I
I
100 10 1 0.1 0.01 0.001
% +3.,
Coax.
0.0 0.0
% Gravel % Sand
e Fine 1 T-1111
EM10,2
edium Fine
0.0 I59.8
SIEVE
SIZE
PERCENT
FINER
SPEC.
PERCENT
PASS?
(X=NO)
#4
100.0
#8
99.9
410
99.9
# t 6
99.5
#30
95.5
#40
89.7
#50
81.0
#80
56.5
#120
41.6
#200
29.9
% Fines
Silt C
29.9
Material Description
Grayish brown Silty Fine to medium SAND (SM)
Atterberg_Limits
PL- LL= P1- NP
Coefficients
D90= 0.4329 D85= 0.3421 D60= 0.1932
D50= 6.1563 D30= 0.0753 D15=
D10= CU= Cc=
Classification
uSCS= SM AASHTO= A-2-4
Remarks
(no specification provided)
Sample Number: P-36 Depth: l to 2 feet
Date:
GET Client: C. Allan Bamrorth. Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Aircraft Main. Hangar& Apron; P710 Ordnance Loading
Area Addition
Jacksonville, North Carolina i Project No: .IX10-116G Figure

LO o 0
LD co
O O O
O m O
co CV N
(isd) ssojjS
LO o
T T
I
0
LO
N
O
O
LO
X

A
1
1
0
I
1
1
MOISTURE DENSITY TEST REPORT (PROCTOR)
116
ZAV for
Sp.G. _
2.65
114
1
0 1
7
I
—
112
U
a
T
C
-
U1
114
108
106
7.5 9 10.5 12 13.5 15 16.5
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.200
USCS
AASWTO
1 to 2 feet
SM
A-2-4
14.4
est 2,65
NP
0.0
18.5
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 113.7 pe1�
Optimum moisture = 11.5 %
Brown Silty fine to medium SAND (SM)
Project No. JXtO-116G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, I_td
Project: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area
Addition
o Depth: l to 2 feet Sample Number: 11-49
Remarks:
CBR @ Boring P-49
Soaked C13R Value = 29A
Resiliency Enactor = 3.0
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

Particle Size Distribution Report
yO 0 O R N
100 A I I I I l I I 1 1
# I I I I I I I T7
I I I I I I I
90
I
I
I
I
I I
I
I
I
I I
V I
I
I
I
1
!
I I
I
I
I
I I
I I
I
80
I
1
I
I
1 I
I
I
I
I
I
I I
I
I
I
I
l
l 11
I
I
1
1
1 1
1
70
I
I
w
60
I
I
I
I
I I
I
i
I
I
l
l l
i
Z
50
-
U
1W
Of
I
I
l
I
I
l
I
f
I
I
I
I
to 40
I
V
I
V I
I
I
I
I
I
I
I I
I
I
I
1
1
I I
I
I
I
I
I
I
I
I
I
I
30
I
I
I
I
I i
t
I
I
I
I
I
I
20
I
I
I
I
I !
I
I
I
I
I
I I
I
;
I
V
I
I
V !
I
I
I
I
I
I I
I
10
I
V
I
I I
I
I
I
I
I
I
o
I
V
l
I
V !
I
I
1
V
V
1 1
1
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel
% Sand
% Fines
070 +3„
Coarse Fine
Coarse Medium
Fine
Silt Clay
0.2 5.7
75.6
18.5
SIEVE
SIZE
PERCENT
FINER
SPEC!
PERCENT
PASS?
(X=NO)
#4
100.0
48
99.s
910
99.8
916
99.4
#30
97.2
940
94.1
#50
88.3
080
55.3
#120
31.2
#200
18.5
Material Description
Brown Silty fine to medium SAND (SM)
Atterberg Limits
PL= LL= P1= NP
Coefficients
D90= 0.3162 D85= 0.2774 D60= 0.1914
D50= 0.1679 D30= 0.1219 D15=
D10= Cu= Cc=
Classification
USCS= SM AASHTO= A-2-4
Remarks
(no xpecilica(ion provided}
Sample Number: P-49 Depth: 1 to 2 feet
Date:
GET Client: C. Allan Bamforth,lr., EnSincer-Surveyor, Ltd
SOLUTIONS, INC. Project: P705 Aircraft Main. Fiangar&,Apron; P710 Ordnance Loading
Area Addition
Jacksonville, North Carolina I=rojet:t No: �xto 116G Figure

n
a�
co
c CD 0 Q o a 0
(isd) ssailS
n
N
0
LO
0
O
O
0
0
LO
0
0
We'

MOISTURE DENSITY TEST REPORT (PROCTOR)
101
1
ZAV for
Sp.G. _
0
9.6 oc
99
2.65
1
i
97
U
Q
_T
N
C
a
95
93
91
10 12.5 15 17.5 20 22.5 25
Water content, %
Test specification: AS'I'M D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp'G'
LL
P!
% >
#4
% <
No.200
USCS
AASHTO
1 to 2 feet
ML
A-4
18.8
est 2.65
NP
0.0
56.6
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 99.6 pef
Optimum moisture = 18.5 %
Brown Sandy SILT (ML)
Project No. JX10-116G Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Project: P705 Aircraft Main, hangar & Apron, P710 Ordnance Loading Area
Addition
o Depth: l to 2 feet Sample Number: P-51
Remarks:
C13R @ Boring P-51
Soakcd CBR Value = 4.2
Rcsi liency Factor = 2.5
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina
1
1
1
I
1

100
90
80
70
Z 60
LL
z 50
w
U
IY
W 40
a-
30
20
10
0
Particle Size Distribution Report
GRAIN SIZE - mm.
% +3.,
Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1 0.0 0.4 2.1 40.9 56.6
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
94
100.0
#8
99.8
#10
99.6
#16
98.9
#30
98.0
940
97.5
#50
96.9
#80
91.3
# 120
74.7
#200
56.6
(no spccilication provided)
Sample Number: 11-51 Depth: 1 to 2 feet
Material Description
Brown Sandy SILT (ML)
Atterberg Limits
PL= LL= PI= NP
Coefficients
Dg0= 0.1735 D85= 0.1544 DB0= 0.0838
D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= NIL AASHTO= A-4
Remarks
Date:
GET Client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
SOLUTIONS, INC. Project: 11705 Aircraft Main_ Hangar & Apron; 1'710 Ordnance Loading
Area Addition
Jacksonville, North Carolina Project No: JXIO-116G Figure

F-II:J:j M ►:i9T11
DCP TEST DATA

0
1
0
1
I
GET
-- DCP TEST DATA
Project: CAL4 Ordnance LoadinR Area Addition Date: April 3, 2011
Location: MCAS New River Camp Lejeune, North Carolina_ Soil Type(s): SANDISM)
GET Project M JXI O-116G
Surficial Thickness: 6 inches of Topsoil Test Starting Depth: 6 inches
{Concrete, Asphalt.
Stone, Topsoil, etc.) Hammer Soil Type
O 10.11bs. Test Identification: OCH
0 17.6 m5. P-1 O a
O Both hammers used * AI other wis
No. of
Blows
Accumulative
penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
-
10 254
15
0
2
I 187
257
1
1
3
_----4 _-
_276_
-- 300 ---
i 1
- 1---
20
381
----------------
4
--
355
--------------
1
d 25
508
_
4
394
_
1-
H 30
I
63s E
---4
3 --
452. _..�..__
- - 506
1
w
0 35
-
-
-
762 2
0.
889
3
561
1
3
-_ -2 =
1
623_
- - 737- - -
889
1
-_= 1�-
-
1
40
45
50
-
-
-
0
1016
1143
55
I
1270
1
935
1
_
-
-
1397
50 I 1524
0.1 1.0 10.0 100.0
-
-�
BEARING CAPACITY, psf ,
0 2000 4000 6000 8000 10000 12000
0 0
-
__
--
-_--
-
5
10
127
15
--I-
I
254
381
-
.------..-----
-
-------------- d
------
I
20
E 25
I
508
-
---------
----
~a 30
a 35
40
-
635 E
762 H
889 W
1016
45 1143
50 70
55 97
Based on approximate interrelationships
60 of CBR and Bearing values (Design of 24
0 14 28 Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
BE,
T
-_.
- - - -... _........_.....
--
__
... ... ......... .... _
......._...,.._-..-.._..,...,.-.._
......... _.._._._.

GET
DCP TEST DATA
�kt•'n;pf .1'rw�nnnrx:J. r-win,y
Project: CALQ Ordnance -Loading Area Addition Date: April 3, 2011
Location: MCAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SC)
GET Project #: JX10-116G _
Surficial Thickness: 4 inches of Topsoil Test Starting Depth: 4 inches
(Concrete. Asphalt.
Stone. Topsoil, etc.) Hammer Soil Type
o to 1 lbs. Test Identification: O CH
® 17.6 lbs. P-4 O a
Q Both hammers used i • Al other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0A
0
10
15
�0
c 25
a 30
LU
❑ 35
0
45
50
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762 a
889 0
1016
1143
1270
1524
100.0
--- 0
i--
172 --1-
---- 205
--1 -
2
249
1
2
2 _
2
2-
2
-- 3 --
295
355
415
--466------
510
--W604
1
1
1 -
--- 1
1
1 ---
!
i I
I
I
—
—
—
3
651
1
—
—
3
4
_
695
751
— — —
1
1
-- —
------
—
1.0
10.0
---_--_-_
0
5
10
15
20
E 25
1- 30
LU 35
40
45
50
55
60
0
0 2000
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
381
508
I 635
762
889 W
❑
1016
I 1143
70
I 97
Based on approximate interrelationships
of CBR and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
}�
-_---
-
—
i
%
-
�
...
-----___-_._
-----
------------
--
i
1
-----------
_
— ---
""'-"""
.._.......... _.._._i
-----------
------
"'--------
-_- ..- - -
___
-- -'---
I
14
28
BE

I
I
I
0
0
1
GET
DCP TEST DATA
..ww.i.+Y+r•r ,.,..w. nw�•r
Project: CALA Ordnance Loading Area Addition Data: April 3, 2011
Location: MICAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SP-SM)
GET Project #: JX10.116G
Surficial Thickness: 2 inches of Topsoil Test Starting Depth: 2 inches
(Concrete, Asphalt.
Slene, Topsoil, etc.) Hammer Soil Type
O 10.1 m5. Test Identification: OCH
® 17.61bs. P-5 OCL
O Both hammers used All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
20
cE 25
_
H 30
CL W
d 35
40
45
50
55
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762 2
a.
889 u,
1016
1143
1270
1397
1524
100.0
0
--1
2
186
- 217- -
255
1
-----1----
1
- -
-
-
-
2
327
1
I
2
2
-36.2 --
- 410
- 1 --
1
2
454
1
2
492.._.-...
528
— -
........ _.�,..._._.-
1
2
562
1
-
-
-
2
596 i
1 --
- _2-
2 -
671........
704
1
1
—
-
- -
-
-
—
-
- -
- -
-
----
____--
-- -
----_---
-- - -
1.0
10.0
0 2000
0
5
10
15
20
25
1 30
p 35
40
45
50
55
60
0
BEARING
4000
CAPACITY, PSf
6000 8000 10000 12000
0
127
254
381
508
635 E
5
762 O
889 G
1016
1143
70
97
Based on approximate interrelationships
of CBR and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Convent Association, page 8, 1955)
.__.____
_
-------
-- -
---
-7
-
-�
_.,.._._._.__..._..._.F...__..
j ...__.
f
_
""-""""""
_
-- - -
"-""'�"""—"""'-`-
i
-
--•-----------
—
14 28
BE,
I,]

GET
DCP TEST DATA
Project: CAL4 Ordnance Loading Area Addition Date: April 3, 2011
Location: WAS New River Camp Leieune, North Carolina, Soil Type(s): SAND (SM)
GET Project M JX1O-116G _
Surficial Thickness: 4 inches of Topsoil Test Starting Depth: 4 inches
(Concrele, Asphalt,
Stone, Topsoil, el Hammer Sod Type
01o.11bs. Test Identification: OCH
® 17.6 lbs. P-7 O CL
a Both hammers used All other soils
No, of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
5 — — — — 127
10 - —�— — - 254
15
0
163
-- 208 --—i----------
j 1
— 2
2
243
t 1
—_
2
2
288
_....... ._...... .... . ....
325
i 1
- -
1
20
I
381
-- 2---I-------358
2
2
4
r ---
385
- 407 --- 41
434
464
i
�-- T --
1
L_.._.__1..__..-....
I
—
508
25
30
635 E
a
❑ 35
45
50
--
- -
-
-
-
762 3
W
889 d
1143
3
486
1
—
- -
-
-
--
—�
-
--_---
1270
- - -
__--
- - ---------- I
----_-.I____--
--- ---------- ..
55 1397
60 1524
0.1 1.0 10.0 100.0
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
I �
—
— -
_
--
-`-
_--
5
10
15
127
254
381
- -
- -
I
- - -
-
_
25
635 E
a 30
LU
35
762 H
889
i
in
Lu
40
1016
j
- ----
S0 - 70
55 I 97
Based on approximate interrelationships
60 of CBR and Searing values (Design of z4
Concrete Airport pavement, Portland
0 14 28 Cement Association, page 8, 1955)
BE,
--E-----_-
r
—
-....-.._-I—
—_--
............
—......
1

GET
DCP TEST DATA
project: CALA Ordnance LoadinR Area Addition Date: April 3, 2011
Location: WAS New River Camp Lejeune, North Carolina Soil Type(s): SILT (ML)
GET Project M JX10-116G
Surficial Thickness: 2 inches of Topsoil Test Starting Depth: 2 inches
(Concrete, Asphalt,
Stone. Topsoil, etc.) Hammer Soil Type
O 1011Ihs. Test Identification: OCH
0 17.6 tbs. P-8 O CL
0 Oath hammers used 40 All other soils
Accumulative
No. of Type of
Blows Penetration Hammer
(mm)
-- -- -- —174 -- --1
2 218 1
2 257 1
2 299 1
2 349 1
3 - 399 1
3 450 1
3 483 _ _ 1
2 544_ 1
1I�__. 587 1
1 632 1 --
1 681 1
2 830 1
3 903 1
2 947 1
0.1
0
5
10
15
20
d 25
H 30
0.
LU
t] 35
40
45
50
55
60
0-1
0
0
5
10
15
20
c 25
H 30
a
p 35
40
45
50
55
60
0
CBR
1.0
10.0
1.0 10.0
BEARING CAPACITY, psf
2000 4000 6000 8000
10000
14 28 Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
BE,
0
I
127
254
381
508
635 E
762 H
EL
889 WO
1016
1143
1270
1397
1524
100.0
12000
0
127
254
381
508
635 E
E
762
a
889 O
1016
1143
70
97
24

GET
73 DCP TEST DATA
Project: CALA Ordnance Loading Area Addition Date: April 3, 2011
Location: MCAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SM)
GET Project #: JX10-116G
Surficial Thickness: 8 inches of Topsoil Test Starting Depth: 8 inches
(Concrete. Asphalt,
Slone. Topsoil. etc.) Hammer Soil Type
O to.t m5. Test Identification: OCH
® 17.6I11s. P_,j 1 O CL
- O Both hammers used m All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
20
25
30
LU
A 35
40
45
50
55
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762 2
a
889 LLI
O
- 1016
1143
1270
1397
1524
100.0
-�------
2
3
1-------- 255
290
322
I 1 -
-
- -
-
-
- —
I
-
- -
-
—
- 4
2
--�-1
368
403
I 1
I S
I
-----2--
4
438 -
- -'471 -
,
{----- I------..
I 1
I I
- 3
2_
2 -
536
573
619
1
1 -
I
-
-
- _L
-
I
p
1
-
-
-
-
—
—
---- 1
2
4
5
_ 645
I710-
796
-872--------
908 -�
II
I 1
- 1- -
1
------1
1
I
I
I
I
1.0
10.0
--
-
--
0
10
15
20
E 25
z
1.- 30
a
p 35
40
45
55
60
0 2000
4000
BEARING CAPACITY, psf
6000 8000 10000 12000
0
254
3al
I 508
I 635 E
762 2
a'
889 O
1016
1143
97
Based on approximate interrelationships-
of CBR and Bearing values (Design of 24
28 Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
BE,
-
-i-
-
L.............................,..............,_._
- ---
--------------
I
---_�-
------
----- - -1
- ----
_-- 1
___ ____
-
a 14

a
I
0
1
0
1
GET
DCP TEST DATA
+:xN.Ml. rl • I:n,..•mrrr•.•J • fn,lnv
Project: CALA Ordnance Loading Area Addition Date: A ril 3, 2011
Location: WAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SM)
GET Project #: JX10-116G
Surficial Thickness: 3 inches of Topsoil Test Starting Depth: 3 inches
(Concrete. Asphalt.
Stone. Topsoil. etc.) Hammer Soil Type
010.1 Test Identification: OCH
017.6 P-12 O cL
O eoth hammers used 0 All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
10
15
20
25
30
LLJ
❑ 35
40
45
50
55
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
500
635 E
762 d
889 W
1016
1143
1270
1397
1524
100.0
0
- -
1
145
-
179
225
1
1
1
—
—
—
- -
-
-�
T
1
I
-
�2-
--2-......_.._.._.._26
2
�2
2
-2 --�
6 ..................._.�._._._...
312
357
469
-- 59s --- I
1
1
i
---_-
I
I
I
1
62B
1
—
—
- -
-
-
-
-
-
-
1
1
1
1
1- _
_ 669
726
791
8fi0
-916
1
1
1
� 1
1__._
I
J--I
F
1.0
10.0
11
---------- _,_,
----------- ---------------------
-,_,-----------------
_
--- --
--------------
----- ----------
0
5
10
15
20
E 25
d30
p 35
45
50
55
60
0 2000
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
I 127
254
381
508
635 E
762 H
889 O
1143
- 70
I 97
Based on approximate interrelationships
of CBR and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
-
-
-
- - - - -
--- -
-
-
—
- -
0
14 Y8
----
r --
-

GET
DCP TEST DATA
Project: CA LA Ordnance Loading Area Addition Date: April 3, 2011 ^�
Location: MCAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SM) to CLAY (CL)
GET Project M JX10-116G
Surficial Thickness: 6 inches of Topsoil Test Starting Depth: 6 inches
(Conuete, Asphalt. -
Stone, Topsoil, etc.) Hammer Soil Type
o ".t Itb. Test Identification: OCH
• 17.61hs. P-15 o a
d Both hamme s :..:d] • All ot=.fl�
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
0
_ 2 _
191 _ _
-
1 1
250
1
5
10
—_____
127
254
2
285
1
2
322
1
75
I
----2 -_�
----� 352
}---
20
381
— 3 - -
395- - -
( --1 --
I
508
2
446
1
_
1
...... ....._........-...
489
......._..
73
1
j- _i..-
c 25
30
63s E
a
0 35
-
-
- -
-
762 M
w
889 �
622
1 —
--1�µ
—]---
i
-
671
-
I 1
40
-
-
1016
-
-----
1
794
1
45
—
- -
1143
1...
50
(
1
- --829 --
868
1
411111
1270
---.-1�--_-•._._._917__..._
_
1�_
55
1397
11
60
1524
0.1 1.0 10.0 100.0
E
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
-
5 I
127
10
1s
254
381
I
20
508
E
25
635 E
30
—
762
pCL
l
35
889 w
40
1016
45
1143
50 T- 70
55 I 97
Based on approximate interrelationships
- -
----------
------
60 of CBR and Bearing values (Design of 24
0 14 28 Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
---
-

a
I
0
I
I
GET
DCP TEST DATA
Project: CAL4 Ordnance Loading Area Addition Date: April 29, 2011
Location: MCAS New River Camp 1_ejeune, North Carolina Soil Type(s): SAND (SM) to SAND (SC)
GET Project M JX10-116G
Surficial Thickness: 12 inches of Topsoil Test Starting Depth: 12 inches
(Concrete, Asphalt.
Stone, Topsoil, etc.) Hammer Soil Type
O 10.11bs. Test Identification: O CH
0 17.61bs. P-18 O a.
O Both hammers used (11111 All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
10
15
20
c 25
: 30
W
0 35
40
45
50
55
60
0.1
1.0
CBR
10.0
100.0
D
127
254
381
508
635 E
762
889 W
1016
1143
1270
1397
1524
100.0
0
-----1 -
1 1
254
— 305 ---
356
1
1
1
—
—
-
—
—
-
1
i483
406 `_-
1
1
I
__ 1
533
1 -,___
I
- 1
686
- 1
1..__ .
__...._. 787 ........... .....
-�.1...........-
—
-
-
I
-
-
- -
1_
838
1
-G-
1
---
91Q �
- _
965
1
__—
---
-
---
-
-_-1 --
-_
—
-
-
-
-
__-_-
-----
---
_
1.0
10.0
D
5
10
15
20
25
H 30
�
pCL
35
40
45
50
55
60
0 2000
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
381
I 508
635 E
762 =
H
889 W
t�
1016
1143
70
97
Based on approximate interrelationships
of CBA and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Cement Association, page 6, 1955)
_
--...
-
--
- - --
--- - - --
-�
--
-
—
------
-'-----
----------
------•-----
--------.
-------
0 14
28

GET
DCP TEST DATA
,.nm. Mi..! • [i.r,nnrnrx�t • reunti
Project: CAL4 Ordnance Loading Area Addition Date: April 29, 2011 _
Location: MCAS New River Camp Le-eune, North Carolina Soil Type(s): SAND SM to SAND SC
GET Project M JX10.116G
Surficial Thickness: 2 inches of Topsoil Test Starting Depth: 2 inches
(Concrete, Asphalt,
Stone, Topsoil, etc.) Hammer Soil Type
010 1 lbs. Test Identification: OCH
0 17.6 lbs. P-22 Oct,
Q Both hammers used All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 14.0 140.0
0 0
5 --- ---- 127
10 — - - - - - 254
15
0
1
254
- - 330 - __
1
-1 - -
1 --
406
1
_......_._I
1
.... ............ 483------ -----
559
-.....__�,...._....._
1
20
381
--
i
E - -686
508
737
1
25
I
635 E
838
;
a 30
w
❑ 35
40
45
50
L
- -
—
—
- -
-
-
762 H
889 w
1016
1143
1270
2
889
1
—
—
-
-
-
—
-
- -
_
2
-_ -
! 940
- - — -
1
- --
-
-
-
—
I
I
I
------ ----
-
--
55 1397
0.1 1.0 10.0 100.0
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0 0
— -
_.._..--._I_...--
__--
--
............. _..._..__...
_._.____._.____
----
_...
______._.
5
10
7 5
127
254
381
_---
- -
---
—
_- -��-
#
-
20
25
508
635 E
H 30
762 :
--
i
-- !
--_
- -- -
-----------------
p 35
CL
889
tLU
1016
40
45------� 1143
50 70
55 I Based on approximate interrelationships 97
60 of C8R and bearing values (Design of 24
Concrete Airport Pavement, Portland
0 14 28 Cement Association, page 5, 1955)
BE,
1.... ... ......... .... ._...
-..._..-..
-
; 1
I
I

I
I
1
1
1
11
GET
P '.__�_ DCP TEST DATA
i.,.w.w.A�l.r�..,a....•r.f +n
Project: CALA Ordnance Loading Area Addition _ Date: April 29, 2011 _ �-
Location: MCA New River Camp Lejeune, North Carolina Soil Type(s): CLAY (CL)
GET Project #: JX10-11fiG
5urficial Thickness: 12 inches of Topsoil Test Starting Depth: 12 inches
(Concrete, Asphalt,
Stone, Topsoil, etc.) Hammer Shc Type
Ole-11ns. Test Identification: OCH
® 17.6 lbs. P-28 O CL
d Bath hammers used 0 Afl other 01::]
No. of
Blows
Accumulative
penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
20
c 25
a30
O 35
40
45
50
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762 S
a
889 LLJ
1143
143
1270
1524
100.0
0
--1 -
1
- 2
T .--
508
- -' 584 -
_ 635
686
-737 --�-
1
--1 ----
- 1
1
-- 1
—
-
- -
-
-
-
-
2
- 1 --
----864�
1
I
I
1
914
1
I
LL
1 1
--
-
- I
- -
—
--
-
-
-
-
----
-.J{I-
1.0
10.0
-
- -- -��
0
5
10
15
20
C 25
d30
pCL
35
40
45
50
55
60
0 2000
BEARING
4000
CAPACITY, psi
6000 8000 10000 12000
0
127
254
381
508
635 E
762
889 O
1016
1143
- 70
97
Based on approximate interrelationships
of CBR and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
-_.---------
___._.____.__.__ _
_____-__
-
_ ---
-
_. ....
- - -
... ............ ,_... ,.... ..............-..-...._.-._.-_
--
.
-
-
-
-1
-
_......._......_.__._
-
...__..__,_...
----
-- ----
- - _ -
--^-------
- ..................
----------
_._-I'
----- ----
... - -
0
14 28
BE,

GET
DCP TEST DATA
Project: CA LA Ordnance Loading Area Addition Date: April 29, 2011
Location: WAS New River Camp Le-eune, North Carolina Soil Type(s): SAND (SP-SM)
GET Project #: JXf 0-116G
Surficial Thickness: 4 inches of Topsoil Test Starting Depth: 4 inches
(Concrete, Asphalt,
Stone. Topsoih etc.) Hammer Soil Type
O 101 lbs. Test Identification: Oat
0 1761u5. P-33 Oa
O Both hammers used • All other soils
Na. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
0 0
--Z-
229
27g -!
1
- 1
5
10
15
----
127
254
-
-
T
-
-
3
330
1
3
381
1
2 _
_ 432 _
_
1 _
20
`
I
381
3
2
483
533
i
-- 1 ----
c 25
508
E
2
584
I 1
30
635
E
-3-
--- 686 ---�i
--;- --
a
0 35
40
45
45
----
---
--
-----
762LU a
889 W
1016
1143
2737
II 1
- 3
--
787838
889
1
—1
—
—
--
-
-
-I
--
—
-
---
—
-
-
-
--2
z...... ..........
- -------
_ -
..940 .
--- --- -- - --
?.
---- -
—
55
1397
60 I I I 1524
0.1 1.0 10.0 100.0
_
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
---_
------------
------------------�
�-
5
10
127
254
15
381
-i
-- - — -1
------
..............
20
25
I
506
E
30
635
E
762
a
LLI
p 35
40
H
889 LU
iI
- I
- ------
-----
-----�-
----.. --- -
— -----
- ---
------- -----
---
-- --
I
1016
45 ` 1143
50 70
55 97
Based on approxi.- mate interrelationships
60 of CBR and Bearing values (Design of 24
0 14 2$ Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
BE,
I
I

I
I
1
[_1
GET
DCP TEST DATA
�Fti+d . r.r.�n...•J.:M�y
Project: CALA Ordnance Loading Area Addition Date: April 29, 2011 _
Location: WAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SC) to SAND (SP-SM)�
GET Project M JX10-116G
Surficial Thickness: 6 inches of Topsoil Test Starting Depth: 6 inches
(Concrete, Asphalt.
Slone, Topsoil, etc.) Hammer Soil Type
010.1 ms. Test Identification: OCH
017.6 m5. P-37 O a
O Both hammers used • NI other soils
No. of
Blows
Accumulative
Penetration
Type of
Hammer
0.1
1.0
CBR
10.0
100.0
(mm)
0
0
0
254
1
2
____ 305 ---- -
-----1-----
5
10
—
-
- -
-
- -
-
-
-L
—
-
- -
127
254
2
381
1
f
2
457
1
Z
15
20
381
508
508.�_.
1,._
2
559
1
I I
d 25
d 30
w
❑ 35
635 E
762 :
a
889 w
2
66C
1
i
I
---2 --
--- 762 ----
-- 1---
-
-
- —
-
3
813
1
3
3
864
914---
- 1
40
45
1016
1143
-
-
-
-----
965
1�
-2 _V
--
--
-
50
55
1270
1397
�_„
I
---
---_----J----------
_
60
1524
---------
... .... .... ... .... ... -
------------
.......... ...... ............
------
0.1
1.0
10.0
100.0
BEARING
CAPACITY, psf
-
I—
-------
_______________
---------------
0 2000 4000
6000 8000 10000 12000
5
127
--
-- -
- - -
10
15 -V
254
381
---
-
�-
- -
- --
20
508
_ 25 I
635 E
_...... --
... ... ... ,....... ,... ...... - ......
...... ...... ..........
a30
p 35 I—
762
889 0
45
1143
-------
----- --- ......_..
_,...-..._.._._
50
55
70
97
--- ---
--- - - -
-
Based on approximate interrelationships
----
60
0 14 28
of CBR and Bearing values (Design of 24
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
------
-_— _ _ .I
-
BE,

GET
DCP TEST DATA
.n neq.i:.N •!'.,wm.newr/. ��wlny
Project: CALA Ordnance Loading Area Addition Date: April 29, 2011
Location: MCAS New River Camp Le-eune, North Carolina Soil Type(s): SAND (SM)
GET Project M JX10-116G
Surficial Thickness: 3 inches of Topsoil Test Starting Depth: 3 inches
(Concrete. Asphalt.
Stone, Topsoil, etc.) Hammer Soil Type
O 10.1 1e5. Test Identification: O CH
9 17.6lbs. P-46 O a
Q Both hammers used ® All other Soils
No. of
Blows
Accumufative
Penetration
Type of
Hammer
CBR
0.1 1.0 10.0 100.0
(rnm)
0 0
1 -
178
- 228
---------..
_ 1
5
127
-
-
2
330
10
15
—
-
- -
-
-
-
254
.�
- _
1
1
-- -
1
_381-..._.._...
I 4_3_2
- 83 - - -
533
_?..._..
1
------ - ---
1
20
381
I
508
1
584
1
25
E
d
635
—
—
..........
635
# - 689
-_..._1 - -
30
a
0 35
-
-
- -I
I
--
762 F
a.
$89 �
_ 2
— 7fi2
1
2
Ir _
f- 838 -----•-ass-------
i ?
1 ----.
40
45
-r
-
-
IIII
1016
1143
lI
- -
-----2-----
-
-
-a-
50
55
1270
----- --- -
--- ---
- - ..
1397
I I
60 1524
0.1 1.0 10.0 100.0
BEARING CAPACITY, psf
0 2000 4000 6000 8000 10000 12000
0
0
---'
I
——
-- - --
5
10
15
127
254
381
—�
—
�—
20
508
25
I
635 E
— —
--
FF-- 30
d
—
762 =
1—
p 35
$89 W
—
40
1016
45 1143
50 70
55 97
Based on approximate interrelationships
--------•'--
-`-`------`---'----
-'--'-`---"""-`
60 of CBR and Bearing values (Design of 24
0 14 28 Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
... ,._......... ... _..L._._,...
- -- I-
-- ...............
BE,

1
I
GET
DCP TEST DATA
,we.,.Rvhul. r'....eew,.w.J.fNMR
Project: CALA Ordnance Loading Area Addition _ Date: April 29, 2011
Location: MCAS New River Camp Lejeune, North Carolina Soil Type(s): SAND (SM)
GET Project M JX10-116G
Surficial Thickness: 8 inches of Topsoil Test Starting Depth: 8 inches
(Concrete, Asphalt,
Stone, Topsoil, etc.) Hammer Soil Type
o tot lbs. Test Identification: o CH
017.61 bs, p-48 o CL
O Both hammers used (Illi All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
20
c 25
d 30
0 35
40
45
55
60
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635 E
762
889LU
1016
1143
1397
1524
0
44
5
229
, __279--
330
1
-- --
1
—
-
- -
5
-----5-----
381
---- 432
1
-
483
1--
�4
3—
-
533
1
5
584
__
1
_._.-L
.------- -
-----
-
- -
-
1
--------
------------
----
--
-
-
-
-
-
-
--
----
-----
----
__ _.w~._-
1.0
10.0
100.0
-
0
5
10
15
20
25
H 30
a
O 35
40
45
50
55
60
0 2000
BEARING CAPACITY, psf
4000 6000 8000 10000 12000
0
I
-
--- --- --- ----
--- --- -'-'-
-
`
127
254
381
508
-------------
---------------'-----
-'----'--'-'
-_ -
-- ------
--__.._
635 E
762 =
I-
I
I
889 0
1016
-----
-- _�
----- -
---
-------{------
t
-------
1143
- TO
I 97
Based on approximate interrelationships
of CBR and Bearing values (Design of 24
14 28 Concrete Airport Pavement, Portland
Cement Association, page S. 1955) .
BE,
0

APPENDIX IX
HYDRAULIC CONDUCTIVITY WORKSHEETS

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1
APPENDIX X
PCASE PAVEMENT DESIGN ANALYSIS
0

Design Na— CAlA ORDNANCE AREA EXPANSION - l PAVEMENT DESION
Da Sig. Type: "Id
Pavement Type: Flexible
• Tramc Area: A —A
Rwd Type: l
T-wn Type: WA
Type; CB0
mof Fro
Depth of Frosllin( o
1
SCI, L 0
werge. width p^1: 70
% Load Tr—fm : p
EaacVve K foe}: 0
Reduced Sub Eff-1, K Ipd}: p
Deslgn Index: 0
Damp. C
Lay.. oum 3
Coum : 3
'
Seasons Count: I
Limited
Subbas
Required Non front
Reduced Subgrad
e
Moistur Dry
Flaaural
Mmtmdm Thicknepa Des gn Equvalenl
Subgr.da
Base Egdrval
CBR
Mal. riel
a Weight
Densay
Strength CC
Thicknea. (in)Abow Thick.... Thicknea.
Strength Panetreti Calculate at Equivalency
envy 81reng1 Modulu
'
Layer Type Type Frost
Code
blcu
Content (Iry}
(Iblcu ry)
(psi)
b %Steel Analpia
(i.) Layer {in) (in)
(in) on (in) this Depth
factor, Fedor
h a (pal( Pr Slip
A.ph.n Asphalt
NFS
0 145
0
0
0 0 Oompule
5 0 5 5
0 0 No
1.15 2.3
0 350000 0,35 0
Unbound
Basa R.ae
NFS
0 14D
C
0
0 0 M... al
6 1.39 10 10
0 0 MA
1 1
80 30000 0.35 0
ConasicnI a
Nalunl Subg.da ,"
F394
0 0
0
0
0 0 lAsnu.l
0 IZ74 0 0
0 0 No
1 1
14.3 15000 04 0
'
PA7 TERN 1
CALA
ORDNANCE
AREA
Pall Name : ADDITION
m
Analpype isT:MiCuxed (Navyulahva)
'
Pevemem Type: Flexible
Subgrada Category: CatA
TraRlc Area : Area A
T,.Mr C.unf: 2
V-11d" alhe Axed A. B Ilk
C-130H IMM
Area C.0
11am
ACNM A, E, C ask Ages O pent Pa
24 14130 t41 14130
'
DH-1 170M
12750
3 7065o
Ma
1
0

Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.08
Design Name:
CALA ORDNANCE AREA EXPANSION - FLEXIBLE PAVEMENT DESIGN
Design Type:
Airfield
Pavement Type :
Flexible
Traffic Area;
Area A
Analysis Type :
CBR
Depth of Frost (in) :
a
Wander Width (in) :
70
Layer Information
Required
Non frost
Reduced
Limited
Minimum
Thickness
Design
Subgrade
Subgrade
CBR
Layer Type
Material Type
Frost Code
Analysis
Thickness
(in) Above
Thickness
Strength
Penetration
Strength
(in)
(inl
(in)
Cin1
Asphalt
Asphalt
NFS
Compute
5
_Laver
0
5
0
0
0
Base
Unbound Base
NFS
Manual
6
1.39
10
0
0
80
Natural Subgrade
Coh sicnless
F31F4
Manual
0
12.74
0
0
0
14.3
Cut
Traffic Information
PATTERNI-
CALA
ORDNANCE
AREA
Pattern Name :
ADDITION
Weight (Ib)
Weight (lb)
Passes
Passes
Equivalent
Vehicles
Traffic Area A, B Traffic Area C, D
ACN
Traffic Area
Traffic Area
Passes
A. B. C
D
C-130H
155000
116250
24
14130
141
14130
UH-1
17000
12750
3
70650
706
1

11
I
1
Traffic Pattern
1
Name:
PATTERN 1 - CALA ORDNANCE AREA ADDITION
Design Type:
Airfield
Analysis 'Type :
Mixed
Pavement l,vpe :
Rigid
Suhgrade Category:
Cat C
Traffic Area :
Area A
1
Vehicles Weight ACN
Passes Equivalent
(lb)
Passes
C-130H
155000 33
14130 14130
1
U H-1
17000 3
1
C-130H
155000 33
—70650
i4131

Design N—: GALA ORDNANCE AREA EKPAN$ION- RIGID PAVEMENT DESIGN
Design Type: Airfield
Pavement Type: Rl"
Trdk Area : Any A
Road Type: NIA
Terrain Type: NIA
Arlelyya Type: K
D i ee'i (101: 9
'
SCI: 0
wander Wldlh (in): 70
%Load Tnmler: 25
Eflewu K (0): 202
RaducN Sub E0ec5w K 1pi 0
Design lnd— 0
-
DeelgnClass: A
oup Lii C: 3
Sea fond C—L I
K.wrld Nm br
Eallvale+l
L—ted
Subbase
Dry
Fl.—I
win—
TNckn— Deslgn
1
Rabuced Suhgrede
Bate Ewiwis
K
Mniswre
weight
Density
6Venglh
Thlpkness
(In}Above Thickness
ThllA,,—
5u iiImde Penetrall Cel,ulate
al ERuivalenay
11cy Si,ii
Moduhus
Layer Type ky"-I Type
Frosl Cade Canlent
(Jbic R)
I7�RI
(PC CrCb %Steel An.'i
(in(
Layer (in)
Iinl 5-n91h(in) on(in)
this O,M
lads Faata
(Pd} (psi)
Pr
Sllp
Co l
PCC MA.
NFS. 0
150
0
050 0 0 e
0
0.14 9.14
0.14
0 0
N1A
1 1
04ODDDDD
0.15
t000
Cohesionles5
Base CuI
NFS 0
140
0
0 0 0 Manual
4
0 12
0
0 0
NI
0 0
0 31
0.35
0
Cdweiaaeu
Nw.rc Sdbgrade C1rt
NFS 0
112
0
0 0 0 Manual
0
0 0
0
0 0
N.
1 1
150 15000
04
0
Pi Name: ;EA ADDITION
ii-"sType: aMxed lNevyl
Pavement Type: Rigid
Subgrada Cam2ory: Cal
,
Tlii Area: A —A
Traffic Cant : 2
Vehlcle llk Area A.6 r[fic Area C, D ACN.a A, E, "frc Area 0.1 Passes
C-130H ISUM
IC250 30
14130
1 4 l
14130
DH-1 17000
12750 3
7p050
700
1

'
Pavement Thickness Repori
U.S. Army Corps of Engineers
PCASE Version 2.08
'
Design Name:
CALA ORDNANCE
AREA EXPANSION - RIGID PAVEMENT DESIGN
Design Type :
Airfield
Pavement Type :
Rigid
Traffic Area :
Area A
Analysis Type:
K
Depth of Frost (in):
9
Wander Width (in) :
70
% Load Transfer:
25
'
Effective K (pci) :
262
Reduced Sub Effective K (pci) :
0
Layer Information
Flexural
Minimum
frost
Reduced
Limited
KNon
'
Layer Type
Material Type
Frost Code Strength % Steel Analysis
Thickness
Design
Subgrade
Subgrade
Strength
(psi)
{in}
Thickness
Strength
Penetration
{pci)
(in)
(in)
(in)
PCC
NIA
NFS 650 0 Compute
6
9.14
0
0
0
'
Base
Cohesonless Cut
NFS 0 0 Manual
4
12
0
0
0
Natural Subgrade
Cohesionles5 Cut
NFS 0 0 Manual
0
0
0
0
150
'
Traffic Information
PATTERNI-
,
CALA
ORDNANCE
'
Pattern Name: AREA ADDITION
Passes
Weight (Ib) Weight (lb)
Traffic
passes
Equivalent
Vehicles
Traffic Area A, B Traffic Area C, D
ACN
Area A, B,
Traffic
Passes
'
C
Area D
C-130H
155000 116250
30 14130
141
14130
UH-1
17000 12750
3 70650
706
1
1
� I
� I
I I
11
11

Allowable Passes Report
U.S. Army Corps of Engineers
PCASE Version 2.08
Rigid Pavement (FirstCrack)
'C' Subgrade, C-130H, 14131 Passes
5-
4
U z 3 —
a
z
a 2-
1
0
1 10 100 1000 10000 100000 1000000
Allowable Passes