SW8030720_HISTORICAL FILE_20131017

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STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 03v720
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2-DI-5 1 D17
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MEMORY TRANSMISSION REPORT
FILE NO.
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DATE
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TIME :10-21-2013 11:02
FAX NO.1
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127 Cardinal nrt— F-t—lon, Wilmi.W—, NC 29405 - [914) 796-7215 . Ar. Rq—1 c' ppor —tW Atn--lve A6lion Atmpl-r—

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarla III, Secretary
Date: `� � �J� No. Pages (excl. cover):
To:From: Jo Casmer
Co: Cis �7 �P �' l c//J �_ /1'I C Phone: [phone]
Fax: ��� `� `�/— �`� Fax: {910) 350-2004
Re:
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] 9 An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
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DATE
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START TIME
END TIME
PAGES SENT
STATUS
584
10.21 10:59
917706049183
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10.21 11:01
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FAX NO.1
NAME
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10-21-2013 11:01
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127 Cwdinat Prise amtonetan, Wilminnton, NC 28405 - (9io) 796-7z" - An 13ga..t Oppoe iy Anirmwti— f;mpinyer

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Pat McCrory, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET John ESkvarla III, Secretary
Date:
To: ��/'Gf�. '4' 7-
Co:
Fax:
Re:
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

�ry11
Permit Number SW8030720
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
linda.lewis
Coastal SW Rule
Coastal Stormwater - 1995
Permitted Flow
Facility Name
Courthouse Bay Regional Stormwater Pond
Location Address
Courthouse Bay Area
Camp Lejeune NC 28547
Owner
Central Files: APS SWP_
10/17/13
Permit Tracking Slip
Status
Project Type
Active
Minor modification
Version
Permit Classification
1.40
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Wilmington
County
Onslow
Facility Contact Affiliation
Owner Name
Owner Type
Commanding Officer Marine Corps Base Camp Lejeune
Government - Federal
Owner Affiliation
Neal Paul
1005 Michael Rd
Camp Lejeune NC 285472521
Dates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective Expiration
12/12/03 10/11/13
10/17/13 10/17/13 01/26/19
Regulated Activities
Requested/Received Events
State Stormwater - HD - Detention Pond
Deed restriction requested
Deed restriction received
Outfall NULL
Waterbody Name
Stream Index Number Current Class Subbasin

...
A�
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy'E. Davis, PE, CPM
Director
October 17, 2013
Pat McCrory, Governor
John E. Skvarla, III, Secretary
�-S3 t�
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road (ayp
Camp Lejeune, NC 28457
Subject: Approved Plan Revision 1 Notice of Permit Extension
Courthouse Bay Regional Stormwater Pond
Stormwater Permit No. SW8 030720
Onslow County
Dear Mr. Paul:
On October 11, 2013, the Wilmington Regional Office received an Express request to
revise the approved plans for Stormwater Management Permit Number SW8 030720.
The revisions are proposed to accommodate the P-1449 Steam Decentralization
project, and include the following:
1. The utilization of 753 ft2 of the future BUA allocation, leaving 191,837 ft2 for future
development; and,
2. The conversion of 640 ft2 of existing permitted impervious to building.
It has been determined that a formal permit modification is not required for the proposed
changes. We are forwarding you an approved copy of the P-1449 Steam Decentralization
plans to be added to the previously approved plan set for Courthouse Bay Regional
Pond. In addition, please add the enclosed revised page 4 of 7 to the application listing
the changes to the built -upon area.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the DENR 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
is set to expire during this time frame 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 a total of four (4) years extension.
Accordingly, the December 20, 2010 permit, which was set to expire on January 26,
2015, shall now be effective from the date of issuance until January 26, 2019, which
includes all available extensions. Please be aware that all other terms and conditions of
the permit issued on December 20, 2010, remain in full force and effect. Please also
understand that the approval of this revision to the approved plans for the subject State
Stormwater Permit is done on a case -by -case basis. Any other changes to this project
must be approved through the Division prior to construction. The issuance of this plan
revision does not preclude the permittee from complying with all other applicable
statutes, rules, regulations or ordinances which may have jurisdiction over the proposed
activity, and obtaining a permit or approval prior to construction.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] Fax: [phone]

Mr. Paul
October 17, 2013
SW8 030720
Please also note that effective August 1, 2013 the State Stormwater program has been
transferred from the Division of Water Quality (DWQ) to the Division of Energy, Mineral
and Land Resources (DEMLR). All previous references to DWQ will remain in older
stormwater permits issued prior to August 1, 2013 until they are modified.
If you have any questions concerning this matter, please do not hesitate to call me at
[phone].
Sincerely,
Linda Lewis
Environmental Engineer III
DSlarl: G:MQIShared\StormwaterTermits & Projects120031030720 HD12013 10 permit_pr 030720
cc: Carolina Matiz, P.E, CH2MHILL
Wilmington Regional Office Stormwater File
Page 2 of 2

t.
- __ DWQ-USE'0NI Y
Date Received
IFee Paid (express only
Permit Number
f . _1
SC�� as ��Z�`
SW? 0307 Z0
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT PLAN REVISION APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Stormwater Management Permit Number: SW8 030720
2. Project Name:
ECEIVE
3. Permit Holder's name (specify the name of the corporation, individual, etc.):
Commanding Officer/ MCB Camp Lejeune
4. Print Owner/Signing Official's name and title (person legally responsible for permit):
Neal Paul, Duty Public Works
5. Mailing Address for person listed in item 2 above:
1005 Michael Rd
City:Camp Lej_eune State:NC Zip:
Phone: (910 )_ 450-5803 Fax: (910 ) 451-2927
Email:[e-mail]
IL PLAN REVISION INFORMATION
1. Summarize the plan revision proposed (attach additional pages if needed):
OCT 1 1 200
Two new building structures are being added to the on -site drama e area. One of the buildings BB125A
will be constructed over the existing. BUA (parking lot behind Mess Hall) and the second structure (BB330A
w
nt
IqZ,
Improvements project will add a total BUA of 753 sf. See attached BUA Basin Information. The Stormwater
runoff generated by the new impervious area will be conveyed to the treament pond via existing swales and
pipes. The BUA calculations are based on the 2010 modification of the permit.
III. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Office that issued the permit.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original & 1 copy of the Plan Revision Application Form
• Two (2) copies of revised plans (mist be revisions of original approved plait sheet(s))
If applying for Express review (oxhy available in 20 coastal counties):
Plan Revision Form Rev 13.1uly2010
Page I of 2

• 'Application fee of $500.00 (made payable to NCDENR)
VI. APPLICANT'S CERTIFICATION
I, (print or hype name of person listed in General Information, item 3) NJC l 1�a„ I
certify that I have authorized these plan revisions and that the information included on thi plan revision
application is, to th^t of my knowledge, correct and complete.
11 ' !G
. 1ECEIVE
OCT 11 2013
BY:
Plan Revision Form Rev 13At1y2010 Page 2 of 2

SW$ 030720 Plan Review
- BUA r� /
rl�YYe�1 6U f 10 — U(d
Basin Information
Drainage Area 1
Drainage Area 1.
Current
Build Out
Receiving Stream Name
New River
New River
Stream Class
SC NSW
SC NSW
Stream Index Number
Total Drainage Area (sf)
3,391,103.00
3,391,103.00
On -site Drainage Area (sf)
2,203,003.00
2,996,035.30
Off -site Drainage Area (sf) '
395,067.70
Proposed Impervious Area (sf)
960,509.00
1,621,289.00
Impervious Area (Total)
28.3%1
47.80/o
Impervious Surface Area
Drainage Area 1
Drainage Area
On -site Buildings/Lots (sf)
22,465.00
On -site Streets (sf)
On -site Parking (sf)
76,407.00
On -site Sidewalks (sf)
16,990.00
Other on -site (sf)
113.00
Future On -site (sf)
191,837,00
592;010,00
Future Off -site (sf)
261,360.00
Existing BUA (sf)
652,697.00
,767,919.00
Total (sf)
960,509.00
1,621,289.00
-�EUV
OCT 1 f 20t3
8Y:

30 2—
North Carolina Department of Environmi
'lye
Natural Resources
NC
®ENR Request for Express Permit Revie,
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) andvi
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidsonCdncdenr;gov
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.lee(@ncdenr.pov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.4rofta�
• Washington Region -Lyn Hardison 252-948.3842 or lyn.hardisonAncdenr.aov
• Wilmington Region -Janet Russell 910-796-7302 or,(_anet.russehf(ftcdenr.goy
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaved@ncdenrpoy
NOTE: Project application received after 12 noon will be stamped in the following work day.
For DENR L — Use ONLY (� J l �]
Reviewer. � � C
)o- 10
3V
6
Cik �Z P
c,t 'WA -ME
1V _
Project Name: COURTHOUSE BAY STEAM DESCENTRALIZATION County: ONSLOW 4 �,_ rj
Applicant: Company: MARINES CORPS BASE CAMP LEJEUNE By: /�V
Address:1005 MICHAEL ROAD City: CAMP LEJEUNE , State: NC Zip: 28547-�
Phone: [phone], Fax: _- Email: [e-mail]
Physical Location:COURTHOUSE BAY
Project Drains into WHITE OAK/COURTHOUSE BAY waters - Water classification SA (please visit here to look up stream classification)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Y2 mile and draining to class SA waters Y or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: CAROLINA MATIZ Company: CH2MHILL
Address:1000 ABERNATHY RD City: ATLANTA, State: GA Zip: 30328-_ i
Phone: 878CEPVE
-530 4778, Fax: _ _, Email: [e-mail] ? `"'"
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
a � SEP 9 9 2
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER: t
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING Y:
❑ 401 Unit ❑ Stream Origin Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ® Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other _ # Treatment Systems / ® MOD:❑ Major ❑ Minor ® Plan Revision ❑ Redev. Exclusion SW 030720 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with't_5 adfes to be disturbed.(CK # (for DENR use))
SECTION THREE —,PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No.
Received from US ACOE ® Yes ❑ No
Fee Split for multiple permits: (Check#
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
DENR use only,
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS June 2011

Russell, .Janet
From: Carolina. [e-mail]
Sent: Thursday, September 19, 2013 2:05 PM
To: Russell, Janet
Subject: Request for Express Review - 030720 - Plan Revision
Attachments: REQUEST FOR EXPRESS form FINAL -Plan Revision_ pdf
Janet,
Project Narratiye
Two newbuilding structures are being added to the on -site drainage area. One of the buildings (BB125A) will
be constructed over existing;BUA (parking lot behind Mess Hall - BB125) and the second structure (BB330A)
will be constructed over existing pervious area, adjacent to the Pool Training building (1313330). The added
impervious area will count against the permitted future BUA of 1,621,289 sf. This Energy Efficiency
Improvements project will add a total BUA of 753 sf.. The stormwater runoff generated by the new impervious
area will be conveyed to the treatment pond via existing swales and pipes. The BUA calculations are based on
the 2010 modification of the permit.
Thank you,
Carolina
Y
M. Carolina; wtiz Pardo, P.E.
Government Facilities & Infrastructure
Civil Discipline Group Leader
CH2M HILL
1000 Abernathy Road
Suite 1600
Atlanta, GA, 30328
Phone: 678,530.4778
Mobile: [phone]
www.ch2mhill.com

ommim-m Mugu° .°Ji
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6H2M`Hlii iliC i �15HSFARGO 5Cr382 ;
Customer Senica 728.286-2029 3 ospital Drive
432 ECK NOV CH ...4005229
9i91 s Jamaieastreel 0"'Van Wert,OH 45891
Englewood, CO 80112.5946
VOID OVER ****`***$500.00 DATE: 27-SEP-1 3
"Five Hundred Dollars And 00 Cents """""'""""'......""'""""'
CHECK AMOUNT:_
********500.00
PAY Void After 180 Days
TOTHE NORTH CAROLINA DEPT OF ENVIRONMENT & NATURAL RE
ORDER OF: JANET RUSSELL
127 CARDINAL DR EXT
WILMINGTON, NC 28405

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Geotechnicat • EnVirMlIt►e►ltat • Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
Steam Decentralization Project -- Courthouse Bay
Camp Lejeune, North Carolina
G E T PROJECT NO: JX13-104G
August 1, 2013
Prepared for
CH2MHILL
1717 Arch Street, Suite 4400
Philadelphia, PA 19103
ATTN: Ms. Yvette Ratzlaff, P.E.
Prepared by
REEI VY E
GET Solutions, Inc. OCT 1 y 20113
BY:
415 A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

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TO: CH2MHILL
1717 Arch Street, Suite 4400
Philadelphia, PA 19103
Attn: Ms. Yvette Ratzlaff, P.E.
August 1, 2013
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
Dear Ms. Ratzlaff:
In compliance with your instructions, we have completed our 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, H CqR
G E T Solutions, Inc. a''I�p """``�h��"
Q PE No. f '
# E�529
Glenn W. Hohmeier, P.E. . FA, -IN
Senior Project Engineer tiNfly/tIBO
NC Reg. # 033529
Camille A. Kattan, P.E. _ Q SEAT. r=:
Principal Engineer - 014103 -
NC Reg. # 14103 - �'•. Q
Copies: (1) Client ,C C e...:,•K��.;
if�rr rrrl,rll
ECEIVE
OCT 1 9 2m
BY:—_
415A Western Boulevard • Jacksonville, North Carolina 28546 • Phone: [phone] • Fax: [phone]
[e-mail]

i
TABLE OF CONTENTS
1.0 PROJECT INFORMATION....................................................... .....1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Project Description...............................................1
1.3 Purpose and Scope of Services.............................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................2
2.1 Field Exploration.................................................................................... 2
2.2 Laboratory Testing................................................................................. 3
3.0 SUBSURFACE CONDITIONS.........................................................................4
3.1 Site Geology..........................................................................................4
3.2 Subsurface Soil Conditions....................................................................4
3.3 Groundwater Information ...................................... ... 5
4.0 EVALUATIONS AND RECOMMENDATIONS.................................................6
4.1
Clearing and Grading.............................................................................6
4.2
Subgrade Preparation............................................................................7
4.3
Structural Fill and Placement.................................................................8
4.4
Suitability of On -site Soils......................................................................
8
4.5
Shallow Foundation Design Recommendations.....................................9
4.6
Settlements............................................................................................9
4.7
Foundation Excavations.........................................................................9
4.8
Slab -on -Grade Design ..................................
.................10
4.9
Seismic Evaluation...............................................................................10
5.0 CONSTRUCTION CONSIDERATIONS.........................................................11
5.1 Drainage and Groundwater Concerns.................................................11
5.2 Site Utility Installation...........................................................................11
5.3 Excavations.........................................................................................12
6.0 REPORT LIMITATIONS.................................................................................12
APPENDIX I BORING LOCATION PLANS
APPENDIX II BORING LOGS
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV CONSOLIDATION TEST REPORTS
APPENDIX V SUMMARY OF SOIL CLASSIFICATION
ECEIVEWN
A OCT 1 1 2013
qTj

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
Steam Decentralization project for boiler upgrades to various buildings located at the
Courthouse Bay portion of MCB Camp Lejeune in North Carolina. The geotechnical
engineering services were conducted in general accordance with G E T Solutions, Inc.
Proposal No. PJX13-101 G. Authorization to proceed with the services was obtained from
Mr. Paul R. LaMothe Jr. of CH2MHILL.
1.2 Project Location and Project Description
The project sites are located within the Courthouse Bay section of the MCB Camp LeJeune
military installation in North Carolina. The construction at this site is planned to consist of
building eight (8) small boiler room additions to existing buildings at the base. These
additions will range in size from about 112 to 420 square feet in footprint area. The new
structures will be located immediately adjacent or up to 70 feet from eight existing buildings
within the Courthouse Bay area of MCB Camp Lejeune. The proposed new boiler facilities
will replace and tie into the existing buildings mechanical systems. The new buildings will
be constructed of masonry walls and light gauge steel truss and roof members supported
on a shallow foundation system. The maximum wall loads associated with the addition are
not expected to exceed 1 to 2 kips per linear foot (klf). Each of the project sites currently
consists of an undeveloped grass covered area surrounded by existing structures, drive
lanes and parking lots. It is our understanding that cut and/or fill operations are expected to
be less than about 1 foot in order to establish the building design grade elevations at each
respective site.
If any of the noted information is incorrect or has changed, please inform G E T Solutions,
Inc. so that we may amend the recommendations presented in this report, if appropriate.
1.3 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:
General assessment of the soils revealed by the borings performed at the
proposed site.
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, expansive soils, or
surficial/subsurface organics.
ECEUV
OCT 1 12013
BY:
Soiutions, I h C. ;

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project— Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
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. Feasibility of utilizing a shallow foundation system for support of the proposed
additions. Design parameters required for the foundation system, including
foundation size, allowable bearing pressure, foundation level and expected
total and differential settlements.
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. Prior to development of
these sites, an environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated
foundation design parameters, one (1) 40-foot deep Standard Penetration Test (SPT)
boring was drilled within the footprint of each of the eight proposed boiler room structures
(designated as B-1 through B-8).
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 a depth 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.
Two (2) thin -walled tube samples were obtained from the very soft to soft Clay stratum, by
hydraulically pressing a 3-inch outside diameter Shelby tube into the soils. Specifically the
tube samples were obtained at the location of boring B-5 at a depth ranging from 14 to 16
feet and B-7 at a depth ranging from 13 to 15 feet below the existing site grades. The tubes
were sealed to prevent moisture loss and returned to the laboratory for extraction,
classification and consolidation testing.
The boring locations were identified and staked in the field by a representative of G E T
Solutions, Inc. The approximate boring locations are shown on the attached "Boring
Location Plans" (Appendix 1).
SoluHoris:llris.." .. ,_,�

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
The boring schedule noting the SPT boring depths and locations are presented in the table
below (Table I — Boring Schedule).
Table I — Boring Schedule
Boring
oring
Depth
Boring Location
Number
(feet)
B-1
40
Courthouse Bay - SPT boring southeast of the existing Building BB5
B 2
40
Courthouse Bay - SPT boring adjacent to the southern portion of the existing
Building BB125
B-3
40
Courthouse Bay - SPT boring north of the existing Building BB136
B-4
40
Courthouse Bay - SPT boring northwest of the existing Building BB147
B-5
40
Courthouse Bay - SPT boring south of the existing Building BB250
B-6
40
Courthouse Bay - SPT boring southeast of the existing Building BB255
B-7
40
Courthouse Bay - SPT boring in the vicinity of the existing Buildings BB269
and BB270
B-8
40
Courthouse Bay - SPT boring adjacent to the northeast portion of the
existing Building BB330
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. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D 2488.
A summary of the soil classification system is provided in Appendix V.
Fourteen (14) representative soil samples were selected and subjected to laboratory
testing, which included natural moisture, Atterberg limits and 4200 sieve wash testing and
analysis, in order to corroborate the visual classification. These test results are provided in
Table II on the following page and are presented on the "Boring Log" sheets (Appendix II),
included with this report.
Two (2) one-dimensional consolidation tests were performed on specimens from the Shelby
tube samples obtained at the location of boring B-5 at a depth ranging from 14 to 16 feet
and B-7 at a depth ranging from of 13 to 15 feet below the existing site grades. The
consolidation tests were performed at our Virginia Beach, VA laboratory in general
accordance with ASTM D 2435. A representative specimen of each of the Shelby tubes
were also subjected to natural moisture content, Atterberg Limits, and 4200 sieve testing.
A summary of the consolidation test results are provided in Appendix IV.
3 GET

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project - Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
Table 11 - Laboratory Test Results
Boring
No.
Depth
(Feet)
Natural
MoisOture
% Passing
#200
Atterberg
Limits
LUPL/PI
USCS
Classification
B-1
2-4
10.7
8.1
Non -Plastic
SP-SM
B-1
23-25
41.4
41.9
47/24/23
SC
B-2
2-4
15.7
21.2
Non -Plastic
SM
B-2
10-12
26.1
20.2
Non -Plastic
SM
B-2
23-25
37.5
63.2
51 /25126
CH
B-3
8-10
19.8
13.6
Non -Plastic
SM
B-3
23-25
57.0
65.0
28/17/11
CL
B-4
13-15
36.4
76.3
56/15/41
CH
B-5
14-16
69.6
85.0
110/77/33
CH
B-5
18-20
45.0
96.7
96/52/44
CH
B-6
2-4
20.1
10.1
Non -Plastic
SP-SM
B-7
13-15
66.6
90.0
104/70/34
CH
B-7
38-40
12.8
10.9
Non -Plastic
SP-SM
B-8
23-25
25.0
46.7
48/21/27
SC
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,
clays and silts.
3.2 Subsurface Soil Conditions
The results of our field exploration indicated the presence of approximately 2 to 5.5 inches
of topsoil material at boring locations B-1, and B-3 through B-7. No appreciable amount of
topsoil was encountered at the boring locations B-2 and B-8. In addition, approximately 8
feet of "Uncontrolled FILL" material was encountered beneath the topsoil materials at
boring location B-2. The fill material consisted of SAND (SM) with varying amounts of Sift,
and Gravel. The fill material appears to have been previously placed as part of prior
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W-Iffr4=11111

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
construction activities associated with the existing building (BB125) in the vicinity of boring
B-2. The topsoil material thicknesses are expected to vary throughout the proposed
building pad areas. The Fill material thicknesses are also expected to vary throughout the
proposed building footprint in the vicinity of boring B-2 location, and may possibly be
present at other locations within the proposed construction areas.
Underlying the topsoil and fill materials and extending to the boring termination depth of 40
feet below existing site grades, the subsurface soils generally consisted of SAND (SP-SM,
SM, SC) with varying amounts of Silt and Clay. As an exception, interbedded layers of
CLAY (CL, CH) with varying amounts of sand were encountered at varying depths at the
boring locations. As an exception, the borings were terminated within these Clay layers at
boring B-1, B-3, and B-6 locations. The N-values recorded within the granular soils ranged
from 2 to 31 blows -per -foot (BPF) indicating a very loose to dense relative density. The
Standard Penetration Test (SPT) results, N-values, recorded within the fine grained
(cohesive) soil layers ranged from 2 to 4 blows -per -foot (BPF) indicating a very soft to soft
consistency.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix 11) and in the "Generalized Soil Profile" (Appendix III), 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 or occur between sample intervals. 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 4.0 to 10.0 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 locations. The boreholes were backfilled upon completion for
safety considerations. As such, the reported groundwater levels may not be indicative of
the static groundwater level.
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 or more 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.
GET
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Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project —Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
4.0 EVALUATIONS AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and our observations during our site reconnaissance. If
the proposed construction should vary from what was described, we request the
opportunity to review our recommendations and make any necessary changes.
4.1 Clearing and Grading
The proposed construction areas should be cleared by means of removing the topsoil and
any other unsuitable material. It is estimated that a cut of 4 to 6 inches in depth will be
required to remove the topsoil materials. These cuts should be expected to extend deeper
in isolated areas to remove deeper deposits of organic soils, debris, Fill or other unsuitable
soils which become evident during the clearing. It is recommended that the clearing
operations extend laterally at least 5 feet beyond the perimeter of the proposed
construction areas.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SP-SM, SM) and FILL (Boring B-2 — adjacent to Building BB125). 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 very loose
soils may be required. The extent of the undercut will be determined in the field during
construction, based on the outcome of the field testing procedures (subgrade proofroll).
Due to the primarily granular consistency of the encountered Fill materials at boring B-2
referenced above, it is anticipated that some of these materials will be suitable to remain in
place within the building area at this boring location 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 excavations as further described in Section 4.2. It is
recommended that the budget include an allowance for undercutting a portion of the fill
soils within the building pad at the boring B-2 location and replacing with properly
compacted structural fill.
Grading should be performed during a dry season if at all possible. This should minimize
these potential problems, although they may not be eliminated. Control of surface water is
very important to the successful completion of the proposed construction. The contractor
should plan his grading activities to control surface water and minimize erosion of exposed
cut or fill material. This may include constructing temporary berms, ditches, flumes and/or
slope drains to intercept runoff and discharge it in a controlled fashion, while complying with
state and local regulations.
Sofimions}�,fnc. ��-�.

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project —Courthouse Bay
MCB Camp Lejeune, North Carolina
GET Project No: JX13-104G
4.2 Subgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densified with a
large static drum or sheepsfoot roller. After the subgrade soils have been densified, they
should be evaluated by G E T Solutions, Inc. for stability. Accordingly, the subgrade soils
should be proofrolled to check for pockets of soft 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. Again, any pumping and unstable areas observed during
proofrolling (beyond the initial clearing cut) should be undercut and/or stabilized at the
directions of the Geotechnical Engineer.
Following the proofroll operations, it is recommended that a series of test pit excavations
and compaction testing be performed within the vicinity of boring B-2 (adjacent to Building
BB125)'in order to further evaluate the encountered FILL soils. This evaluation will help
substantiate the suitability of these materials to remain in -place beneath the slab and
foundations. The depths and locations of the test pit excavations should be determined in
the field by G E T Solutions, Inc. at the time of construction. Due to the very loose to loose
soil conditions encountered in the upper 4-feet at boring B-2, it is anticipated that the upper
4-feet of soil will require removal (undercutting) and replacement with suitable properly
compacted structural fill as defined in Section 4.3 of this report. It is likely that these
removed (undercut) soils will meet the criteria recommended in this report for reuse as
structural fill provided that substantial amounts of organics and/or unsuitable materials are
not present. 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 (undercut) soils for reuse as fill and backfill within the building and
utility areas. It should also be noted that several existing underground utility lines (gas,
electric, steam etc..) exist near and/or beneath the proposed building slab and foundation
area at the boring B-2 location. Therefore, it is recommended that any underground utilities
within the influence of the proposed building foundations be removed and/or be properly
abandoned and as necessary re-routed away from the influence of the foundation of the
proposed new building. The fill thickness and underground utility locations may vary
throughout the proposed building footprint and may possibly be present at other locations
within the proposed construction areas.
The prepared subgrade should be sloped to prevent the accumulation and/or ponding of
surface water. If the exposed subgrade becomes wet or frozen, the geotechnical engineer
should be consulted.
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Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
4.3 Structural Fill and Placement
Following the proper compaction and 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 backfill or structural fill should be evaluated and
tested by G E T Solutions, Inc. 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 20 percent by weight of fines (SP, SO-SM, SM, SW, SW-SM, GP, GP -GM, GW,
GW-GM), 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 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
G E T Solutions, Inc. 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 be compacted to at
least 95 percent of ASTM D1557. This fill should be placed in 4 to 6 inch loose lifts when
hand compaction equipment is used.
4.4 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SP-SM, SM and
SM-FILL) soils encountered at the boring locations appear to meet the criteria
recommended in this report for reuse as structural fill. The CLAY (CL, CH) and Clayey
SAND (SC) soils do not appear suitable for reuse as structural fill; however, these soils may
be used as fill in green areas. 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 and backfill within the building
and utility areas. Additionally, stockpiling and allowing these soils to air dry may be required
in order to obtain moisture content suitable for compaction procedures. Any on -site
excavated soils with appreciable amounts of organics should not be reused as structural fill
but may be used as fill within green areas.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used. This lift thickness can be increased to 8 to 10 inches if suitably sized compaction
equipment is used to ensure the bottom of the lift is properly compacted.
Fill materials utilized in non-structural green areas should be compacted to at least 85
percent of ASTM D1557.
8 GET

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
4.5 Shallow Foundation Design Recommendations
Provided that the construction procedures are properly performed, the proposed structures
can be supported by a monolithic slab with turn -down edges, or by conventional shallow
footings bearing upon firm natural soil, well compacted structural fill material or in -situ fill
material (vicinity of borings B-2) pending the recommended testing procedures (as
discussed in Section 4.2) and acceptance by the Geotechnical Engineer. Depending on
the outcome of the field testing procedures, some foundation undercut may be required
(please see Sections 4.2 and 4.7 for further information concerning the foundation
undercut). The footings or turn down edges can be designed using a net allowable soil
pressure of 2,000 pounds per square foot (psf). In using net pressures, the weight of the
footings and backfill over the footings, including the weight of the floor slab, need not be
considered. Hence, only loads applied at or above the finished floor need to be used for
dimensioning the footings.
In order to develop the recommended bearing capacity of 2,000 pounds per square foot
(psf), the base of the footings should have an embedment of -at least 16 inches beneath
finished grades and wall footings should have a minimum width of 18 inches. The
recommended 16-inch footing embedment is considered sufficient to provide adequate
cover against frost penetration to the bearing soils.
4.6 Settlements
It is estimated that, with proper site preparation, the maximum resulting post construction
total settlement of the proposed foundations should less than approximately 1 inch. The
maximum differential settlement magnitude is expected to be less than'/z -inch between
adjacent footings (wall footings and column footings of widely varying loading conditions).
The settlements were estimated on the basis of the results of the SPT borings. Careful field
control will contribute substantially towards minimizing the settlements.
4.7 Foundation Excavations
In preparation for shallow foundation support, the foundation excavations should extend
into firm natural soil or well compacted select fill. The in -situ fill material may remain in
place if approved by the Geotechnical Engineer (to be determined following the completion
of the test pit and compaction testing as described in Section 4.2 of this report). All
foundation excavations should be observed by G E T Solutions, Inc. At that time, the
Geotechnical Engineer should also explore the extent of excessively loose, soft, or
otherwise unsuitable material within the exposed excavations. Also, at the time of
foundation observations, the Geotechnical Engineer may find it necessary to perform hand
auger borings or use a hand penetration device in the bases of the foundation excavations.
The necessary depth of penetration will be established during the subgrade observations.
Solutions; Irk.j+a

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
If unsuitable soils requiring undercut are encountered in the foundation excavations, the
proposed footing elevation should be re-established by backfilling after the unsuitable
material has been removed. This backfilling may be done with very lean concrete, No. 57.
stone (in localized areas) or with a well -compacted, suitable select fill such as sand (as
described in Section 4.3 of this report).
Immediately prior to foundation concrete placement, it is suggested that the bearing
surfaces of all foundations be compacted using hand operated mechanical tampers. In this
manner, any localized areas, which have been loosened by excavation operations, should
be adequately recompacted. The compaction testing in the base of the foundation may be
waived by the Geotechnical Engineer, where firm bearing soils are observed during the
foundation inspections.
Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in condition such as from physical disturbance, rain or frost.
Surface run-off water should be drained away from the excavations and not be allowed to
pond. If possible, all foundation concrete should be placed the same day the excavation is
made. If this is not possible, the foundation excavations should be adequately protected.
4.8 Slab -on -Grade Design
The floor slab may be constructed as a slab -on -grade member provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that all ground floor slabs 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 slab. The slabs can be
designed with the use of a subgrade modulus on the order of about 125 psilin for
compacted structural fill.
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.
4.9 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 40-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 (2009 International Building Code).
������VOIUMIOII,^�iris *R*

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2413
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
5.0 CONSTRUCTION CONSIDERATIONS
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 any utility trenches should be observed by a qualified inspector prior to the
pipe and structure placement to verify the suitability of the bearing soils.
Generally, the subsurface Sand (SP-SM, SM) soils encountered at the boring locations
appear to meet the criteria recommended in this report for reuse as structural fill. The CLAY
(CL, CH) and Clayey SAND (SC) soils do not appear suitable for reuse as structural fill;
however, these soils may be used as fill in green areas. Accordingly, bulk soil sampling and
classification testing is recommended to be performed to substantiate the suitability of their
intended use at the time of construction. Additionally, stockpiling and allowing the soils to
air dry may be required in order to obtain a moisture content suitable for compaction
procedures. The resulting excavations should be backfilled with structural fill, as described
in Section 4.3 of this report.
Any utilities and structures which bear in wet, loose sandy or soft clayey bearing soils will
likely require some stabilization to provide suitable bedding. This stabilization is typically
accomplished by providing additional bedding materials (No. 57 stone). 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. Excavations extending
below the groundwater level will likely require well pointing.
������Fsollffltlowlr &iF-:

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp I_ejeune, North Carolina
G E T Project No: JX13-104G
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,
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.
6.0REPORT 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 for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, GET 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.
12 GET
- r

Report of Subsurface Investigation and Geotechnical Engineering Services August 1, 2013
Steam Decentralization Project — Courthouse Bay
MCB Camp Lejeune, North Carolina
G E T Project No: JX13-104G
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. This report has been prepared for the exclusive use of CH2MHlLL and
their consultants for the specific application to the Steam Decentralization project located at
the Courthouse Bay section of MCB Camp Lejeune, North Carolina.
13 GET

I BORING LOCATION PLANS
11 BORING LOGS
III GENERALIZED SOIL PROFILE
IV CONSOLIDATION TEST REPORTS
V SUMMARY OF SOIL CLASSIFICATION

APPENDIX I
BORING LOCATION PLANS

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APPENDIX 11
BORING LOGS

GETPROJECT: Steam Decentralization Stud - Courthouse Bay
CLIENT: CH2MWILL
PROJECT LOCATION: MCB Came Le'eune, NC PROJECT NO.: JX13-104G
�,r•tru.r BORING LOCATION: See attached Boring Location Plan SURFACE ELEVATION:
BORING LOG DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 7-11-113
B-5 DEPTH TO WATER - INITIAL*: 4 4' AFTER 24 HOURS: -T- CAVING L
. o a
�,
U
m
Q,
-
N
�,
o
TEST RESULTS
Plastic Limit �-{ Liquid Limit
> U)
ff,
C) w
.J
CL W ai
w
Description
a
E z
'o
p,
o CD
m
g
E
rn 003
m a
Z
a
a
Moisture Content- 0
N-Value -
0
0
10 20 30 40 50 60 70
5.5-inches of Topsoil
s
d
1
24
ss
10
1z
19
0. 4d
Brown, moist to wet, Silty fine to medium SAND (SM), Medium
'^
Dense
7
—
2
24
ss
9
18-
a0i
11
9
>_
a
5
3
24
ss
10
20
— - ---
G
11
c
2
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM)
'1':: G i '
6
_
with trace Silt, Very Loose to Medium Dense
r]:n:
4
24
ss
7
13
- —
N
7
:
m
�i••i:ti
5
12
ss
2
4
-- — —
n
10
ri.c1:
2
2
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it
6
12
ss
3
5
�
i:Gk1
ix. V:
3
— —
`-
G
n
a
i•�.1 �
r
-=-- — - -=--
13
Gray, wet, Fat CLAY (CH) with trace Sand, Soft
2
N
T24
ss
3
t;
st
-—T�
m
ks1
$5
$ 24 ss 2 3 6 --1
1
a
0
1
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2 3
C
5
2
s
F
6
28'
—i i�-
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Very Loose
!a_1:+
-! ! 10 20 ss
s 4
- — - — --
30
.i. [
3
ii•r r
1 :1:Ct
10
:i•r t•
3
Light gray, wet, Poorly Graded fine to coarse SAND (SP-SM)
�'r E�.
s
with trace Silt, Marine Shell Fragments and Cemented Sand,
1 =f r 11 18 ss
n 9
— ---
35 Loose to Medium Dense
4.1:r}.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sample

GETPROJECT:
`
BORING LOG
B-5
Steam Decentralization Stud - Courthouse Bay
CLIENT: CH2MHILL
PROJECT LOCATION: MCB Camp Lejeune, NC _ PROJECT NO.: JX13-104G
BORING LOCATION: See attached Boring Location Plan SURFACE ELEVATION:
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE, 7-11-13
DEPTH TO WATER - INITIAL*: -V 4' AFTER 24 HOURS: 43� CAVING f.
o -
N
w
w
w m
o E
m
Q
Description
CD
E Z
cn
cL
o
v
E
m f-
o m
in a
�,
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
Light gray, wet, Poorly Graded fine to coarse SAND (SP-SM)
with trace Silt, Marine Shell Fragments and Cemented Sand,
Loose to Medium Dense
;; is
19
12
20
ss
s
11
14
--
—� s
A0
— -
45
Boring terminated at 40 ft.
14
50
16-
i--i�»---e--i---i—t--
55
1
22
60
65
70
Notes: SS =Split Spoon Sample
ST - Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
e of the. static groundwater level- WOH = We'aht of Hammer

LJ "I- ll_' .
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