SW8130104_HISTORICAL FILE_20130125

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 13 0 \ oL�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑H HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 0Y3 0 � 25
YYYYMMDD

MCDENR
North Carolina Department of Environment and
Division of Water Quality
Pat McCrory Charles Wakild, P. E.
Governor r. Director
January 25, 2013
Commanding Officer
c/o Neal Paul, Deputy Public Works Director
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Natural Resources
Subject: State Stormwater Management Permit No. SW8 130104
P-705 Hanger and Apron.(Phase 1)
Low Density Stormwater.Project
Onslow County a
Dear Mr. Paul:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-705 Hanger and Apron (Phase 1) on January 23, 2013. Staff review of the
plans and specifications has determined.that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We
are forwarding Permit No. SW8 130104 dated Janaury 25. 2013, for the construction of the built -
upon areas associated with the subject project.
This permit shall be effective from the date of issuance until rescinded and shall be subject to
the conditions and limitations as specified therein, and does not supersede any other agency
permit that may be required. Please pay special attention to the conditions listed in this permit
regarding the Operation and Maintenance of the BlVl recordation of deed restrictions,
procedures for changes of ownership, and transferring the permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management system, to
record deed restrictions, or to transfer the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson at [phone].
Sincerely,
fz
i lY�
Charles akild, P.E., irector
Division of Water Quality
GDS/can: S:\WQS\Stormwater\Permits & Projects\2013\130104 LD\2013 01 permit 130104
cc: Christopher Carlsten, Transystems
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Dnve Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] DENR Assistance: 1 877-623-6748 NorthCarolina
Internet: wvnv.nmaterquality.oig
Naturally
p.. F�inl MnntlnnB.\pKrmai..o d�linn Fmnlnonr VajuNn ly

State Stormwater Management Systems
Permit No. SW8 130104
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Marine Corps Base Camp Lejeune
P-705 Hanger and Apron (Phase 1)
White Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of a 24% low density development in
compliance with the provisions of Session Law 2008-211 and Title 15A NCAC 2H .1000
(hereafter referred to singly and collectively as the "stormwater rules') and the approved
stormwater management plans and specifications, and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specific conditions and limitations:
I. DESIGN STANDARDS
1. This permit covers the construction of a total of 110,625 square feet of built -upon
area, which includes 75,362 square feet of proposed BUA and 35,263 square
feet of existing BUA.
2. The overall tract built -upon area percentage for the project must be maintained at
no more than 24%, as required by the stormwater rules.
3. Approved plans, application, supplements and specifications for projects covered
by this permit are incorporated by reference and are enforceable parts of the
permit.
4. The only runoff conveyance systems allowed will be vegetated conveyances
such as swales with minimum side slopes of 3:1 (H:V) as defined in the
stormwater rules and approved by the Division.
5. No piping is allowed except that minimum amount necessary to direct runoff
beneath an impervious surface such as a road or to provide access.
6. Projects covered by this permit will maintain a minimum 50-foot-wide vegetative
buffer adjacent to surface waters, measured horizontally from and perpendicular
to the normal pool of impounded structures, the top of bank of each side of
streams and rivers, and the mean high water line of tidal waters.
Page 2 of 5

State Stormwater Management Systems
Permit No. SW8 130104
7. All runoff directed into and through the vegetative buffer must flow through the
buffer in a diffuse manner.
8. All runoff directed into wetlands shall flow into and through the wetlands at a non -
erosive velocity of 2 feet per second or less.
9. Roof drains must terminate at the outer edge of the buffer.
II. SCHEDULE OF COMPLIANCE
The permittee shall not allow any person, including the permittee, to alter any
part of the approved stormwater management system or fill in, alter, or pipe any
of the vegetated conveyances shown on the approved plans, except for minimum
driveway crossings, unless and until the permittee shall have submitted a
modification to the permit and received approval from the Division of Water
Quality.
2. The permittee is responsible for monitoring the project on a routine basis and
verifying that the proposed built -upon area does not exceed the allowable built -
upon area.
3. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
C. Further subdivision, acquisition, or sale of the project area, in whole or in
part. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
d. Filling in, altering or piping any vegetative conveyance shown on the
approved plan, except for minimum driveway crossings.
e. Construction of any designated future development areas.
5. Swales and vegetated conveyances shall be constructed in their entirety,
vegetated, and operational for their intended use prior to the construction of any
built -upon surface.
6. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or vegetated conveyances will be repaired immediately.
7. The permittee shall at all times provide and perform the necessary operation and
maintenance procedures as specified in the signed Operation and Maintenance
Agreement, such that the permitted stormwater management system functions
as designed and permitted.
8. Within 30 days of completion of the project, the permittee shall certify in writing
that the project has been constructed in accordance with the approved plans.
Page 3 of 5

State Stormwater Management Systems
Permit No. SW8 130104
9. The permittee shall submit all information requested by the Director or his/her
representative within the time frame specified in the written information request.
III. GENERAL CONDITIONS
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to an enforcement action by the Division of Water Quality,
in accordance with North Carolina General Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance, or
termination does not stay any permit condition.
4. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules, and regulations contained in Title 15A of the North
Carolina Administrative Code, Subchapter 2H.1000; and North Carolina General
Statute 143-215.1 et. al.
5. Unless specified elsewhere, permanent seeding requirements for the vegetated
conveyances must follow the guidelines established in the latest version of the
North Carolina Erosion and Sediment Control Planning and Design Manual.
6. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other
requirements as may be necessary. At least 30 days prior to an ownership
change, or a name change of the permittee or of the project, or a mailing address
change, the permittee shall submit a completed and signed Name/Ownership
Change form to the Division of Water Quality accompanied by appropriate
documentation as listed on the form. The approval of this request will be
considered on its merits, and may or may not be approved.
7. The permittee is responsible for compliance with all permit conditions until the
Director approves the permit transfer. Neither the sale of the project, in whole or
in part, nor the conveyance of common area to a third party, shall be considered
an approved permit transfer.
8. The permittee grants permission to DENR Staff to enter the property during
normal business hours for the purpose of inspecting the project for compliance.
The issuance of this permit does not preclude the Permittee from complying with
and obtaining any and all permits or approvals as required by any statutes, rules,
regulations, or ordinances, which may be imposed by any other Local, State or
Federal government agency having jurisdiction. Any activities undertaken at this
site prior to receipt of the necessary permits or approvals to do so is considered
a violation of NCGS 143-215.1, and subject to enforcement procedures pursuant
to NCGS 143-215.6.
Page 4 of 5

State Stormwater Management Systems
Permit No. SW8 130104
10. Any person or entity found to be in noncompliance with the provisions of this
stormwater permit or the requirements of the stormwater rules under 15A NCAC
02H.1000 as amended under Session Law 2008-211, is subject to enforcement
procedures as set forth in N.C.G.S. 143, Article 21.
Permit issued this the 25`h day of January 2013
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
CTiarles Wakild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 130104
Page 5 of 5

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
0 Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources lEC'h M 2 3 2D11
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-705 HANGAR AND APRON (PHASE 1)
2. Location of Project (street address):
White Street
City:Camp Lejeune County:Onslow %ip:28542
3. Directions to project (from nearest major intersection):
East on Douglas Road from US17 Turn right on Smith Street and project is on the end of Smith Street
4. Latitude:340 4T 34.5" N Longitude:77° 27' 16.8" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
1Renetaals roith modifications also requires SWU-102 - Renetoal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue elate (if known) and. the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density ❑High Density []Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMP. Major ®Sedimentation/Erosion Control: 7.0 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
Mf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? I)JNo UYes
If yes, see S.L. 2012-200, Part VI: litti2://portal.ncdenr.org/web/wq/ws/`su/statesw/rules laws
ECEIVE
Fonn SWU-101 Version 06Aug2012 Page I of 6 JAN 2 3 2013
RY.

III. CONTACT INFORMATION
I.a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/ Organization:Ccmanding Officer Marine Corps Base Camp Lejeune
Signing Official & Title:Mr. Paul Neal Deputv Public Works Director
b.Contact information for person listed in item 1a above:
Street Address:1005 Michael Road
City:MCB Camp Lejuene. State:NC Zip:28547
Mailing Address (if appLcable):1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-2213
Email:[e-mail]
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization: .
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax: ( }
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Mr. David Towler
Signing Official & Title:Mr. Paul Neal Deputy Public Works Director
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division Building 1005 Civil Design Branch
City:MCB Camp Lejuene State:NC Zip:28547
Phone: (910 ) 451-3238 Ext. 3294 Fax: f )
Email:[e-mail]
4. Local jurisdiction for building permits: N/A Federal Property
Point of Contact: Phone #:
JAN 2 3 2013
Fornn S WU-101 Version 06Aug2012 Page 2 of 7
BY:

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will sheet flow via a natural and estbablished vegetative buffer to a ditch network located
northeast and west of the proiect'site
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph Il - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 10.62 acres 5. Total Coastal Wetlands Area: 0.0 acres
6. Total Surface Water Area: 0.0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:10.62 acres
Total project urea shall be rnladated to exclude tire following the normal pool of imppounded structures, the area
betzoeem the banks of stremns and rivers, the area below the Normal High Water (NHW) line or Meml High Water
(MHW) line, and coastal wetlands landward front the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 23.9 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For fozo density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in. the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area _
Receiving Stream Name
SouthwestCieek
Southwest Creek
Southwest Creek
Southwest Creek
Steam Class *
5C NSW,{i
Stream Index Number
Total Drainage Area (so
462777
On -site Drainage Area (so
462777
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (so
110625
% Impervious Area** total
23.9
Impervious" Surface Area
Draina e Area 1
Drainage Area 2
Drainage Area 3
Drainage Area _
On -site Buildings/Lots (so
55444
On -site Streets (so
On -site Parkin (so
16099
On -site Sidewalks (so
3819
Other on -site .(so
Future (so
Off -site (sf)
Existing BUA*** (so
35263
Total (so:
110625
—
Stream Class and Index Number can be determined at: http:11vortal.ncdenr.orqAveb ,i ps so s i . ors
Impervious area is defined as the built upon area including, but not limited to, buildi{i�,¢, r r 'r ns,
sidewalks, gravel areas, etc. tl�
Form SWU-101 Version 06Aug2012 Page 3 of 7 BY'

***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Proiect consists of
pavement expansion of an existing aircraft parking apron Offsite sheet flow that currency is captured in
prerimeter ditches will be added to the to the proposed drainage system See construction documents for
Projects in Union County: Contact DWQ Central Office staffto check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per I5A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org web/wq/ws/su/bmp-manual.
VI. 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. A detailed application instruction sheet and BMP
checklists are available from http / /portal ncdenr org/web/wq/ws/su/statesw/forms does. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at ham:/ /portal ncdenr org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http //portal ncdenr org/web/wq/ws/su/statesw/forms dots.
als
1. Original and one copy of the Stornnwater Management Permit Application Form. C0 (-
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants ZIA
Form. (if required as per Part VII beloro)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M Cie C
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to �� L
http:/ /www.envheIR.org/pages/onestopexpress.htinI for information on the Express program
and the associated fees. Contact the appropriate; regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for h- C
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the �� C
receiving stream drains to class SA waters within m/2 mile of the site boundary, include the mh
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). �r C
B. Two sets of plans folded to 6.5" x 14" (sealed, signed, & dated), including: G
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale..
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams, and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NFIW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. ECEIVEA
k. Existing contours, proposed contours, spot elevations, finished floor elevatio
1. Details of roads, drainage features, collection systems, and stormwater contro nmeaTAR' 2 3 2013
By:-------
Forma S WU-161 Version 06Aug2012 Page 4 of 7

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document)..
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify CT
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to uerifij the SHVIT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/ A Page No: N/A
11. For corporations and limited liability corporations•(LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hU://WWW.SeCTetaKy.state.nc.us/Corporations/CSearch.asl2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
htto://Rortal.ncdenr.org/web/wq/ws/su/statesw/forms dots. Download the latest versions for each
submittal
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and, persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engi ter and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Christopher E. Carlsten P.E.
Consulting Firm: TranSystems
Mailing Address:4390 Belle Oaks Drive Suite 220
City:North Charleston State:SC Zip:29405
Phone: (843 ) 266-9308
Email: ceca rlsten@ tra nsystems. co m
Fax: (843 ) 529-9616
nC %F
JAN 2 3 2013
BY:
Form SWU-101 Version 06Aug2012 Page 5 of 7

illt77�L�LP►TI�FYUCI(YYI214YAN 01*1Z
1, (print or type name of person listed in Contact Information, item 10)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater es under 15A�000 and any other applicable state stormwater requirements.
Signature: t Date: JJQCk\AI
I, Q to 1('RL UCJ� WY\IYJ a Notary PPu�lic for the State of \� � Coun of
0 _, do hereby certl4 Xt7.�/U�x a _, personally appeared
before me thisJ2,day of and ackn wle g the e ap lic '
a stormwater permit. Witness my hand and official se
I SEAL
LLEY V1.;,DECOEVERI 4GIUBLIC
Cs ::OUNTY .
STATE I'AROLINA commission expires
Form SWU-101 Version 06Aug2012 Page 7 of 7

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
"This form nfay be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 21-1 .1002(18). Low density requirements and density factors can
be found in Session Law 2008-211, 15A NCAC 2H .1000, Session Law 2006-246, and the DWQ BMP Manual.
Curb and gutter systems are allowed provided they meet the requirements in 15A NCAC 2H .1008(g).
I. PROJECT INFORMATION
Project Name : 05 HANGAR AND APRON (PHASE 1)
Contact Person: CHRISTOPHER CARLSTEN Phone Number: ( 843 )266-9308
Number of Lots:NA Allowable Built Upon Area (BUA) Per Lot*:NA
Number of Dwelling Units Per Acre**:
Low Density Development (check one): Z without curb & gutter ❑ ,with curb & gutter, outlets to (check one):
❑ Swales ® Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
"*(Phase 11 Post -Construction (non -SA) only)
IL BUILT UPON AREA
Refer to DWQ's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects.(http://h2o.enr.state,ne,us/su/bmp_forins.htm)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area aboveMean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
CA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks; etc.
• No. of Lots - the total number of lots in the subdivision.
BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
Total allowable lot BUA - the computed allowable built upon area for all lots combined.
Form SW4014.ow Density-Rev.3-2/10/09 Page l of 5 E C E' M E
JAN 0 8 2013
BY:

• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non -uniform lots.
Calculation:
For uniform lot sizes:
(SA: ft2 x DF: ) — (RA: ft2) — (OA: ft2)= BUA per Lot = ft2
(No of Lots: )
For non -uniform lot sizes:
a. (SA: 462.777 ft2 x DF: 029) — (RA: 0.0 It) — (OA: 0 0 ft2) = Total allowable lot BUA = 110,525 ft2
b. Total BUA from lot listing: NAsf b must be < a
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table I and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http://hdsc.iiws.iioaa.gov/hdse/pfds/
Table 1. Swale design information based on the 0-year storm.
Swale No.
Drainage
Area ac)
Impervious
Area (ac)
Grassed
Area (ac)
C
Q
cfs
Slope
%
Vall°w
(fps)
Vactual
(fps)
Flow
Depth ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
rl ICk�=lVW_—
Form SW401-Low Density-Rev.3-2/10/09 Page 2 of 5 Is
JAN 0 8 2013

IV. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2I-I .1000, NC DENR BMP Manual (2007), Session Law 2006-246, and Session Law 2008-211.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An
incomplete submittal package will result in a request for additional information. This.will delay final
review and approval of the project. Initial in the space provided to indicate that the following requirements
have been met and supporting documentation is provided as necessary- If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If any item is'not met,
then iustification must be attached. Only complete items n through p for projects with curb outlets.
Page/Plan
Initials Sheet No.
fC CG703 a. t
For projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer
is provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
NA b. t
For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative
buffer is provided adjacent to surface waters.
NA c. t
For Phase II Post -Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
NA d.
Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
Lr CG703 e.
Built upon area calculations are provided for the overall project and all lots.
NA £
Project conforms to low density requirements within the ORW AEC. (if applicable per
15A NCAC 2H .1007)
NA g. Side slopes of swales are no steeper than 3:1; or no steeper than 5:1 for curb outlet swales.
NA h. Longitudinal slope of swales is no greater than 5%; for non -curb outlet projects,
calculations for shear stress and velocity are provided if slope is greater than 5%.
NA i.At a minimum, swales are designedto carry the 10 year storm velocity at a non -erosive rate.
NA j.Swales discharging to wetlands are designed to flow into and through the wetlands at a non -
erosive velocity (for this flow requirement into wetlands, non -erosive is velocity < 2 ft/s).
NA k. Swale detail and permanent vegetation is specified on the plans.
NA 1. Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
NA m. Swales are located in recorded drainage easements.
NA n.tt Length of swale or vegetated area is at least 100 feet for each curb outlet.
NA o.tt The system takes into account the run-off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
NA p." Curb outlets direct flow to a Swale or vegetated area.
t Projects in the Neuse, Tar -Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
EIVEFrJCAN
orm SW401-Low Density-Rev3-2/10/09 Page3 of 5
0 B 2013
BY;

tt Only complete these items for projects with curb outlets.
nECEIVE
Form SW401-Low Density-Rev.3-2/10/09 Page 4 of 5 - JAN U 8 2013
BY:_- -

V.. SWALE SYSTEM MAINTENANCE REQUIREMENTS
l . Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time: and grass will not be mowed too close to the ground or "scalped".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:NEAL PAUL
Address:1005 MICHAEL ROAD
Date:
Si
Note.' The legally responsible p�should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,111//�4 a No ary Public for the State off t LiLm ii�, County of
do hereby certify that � personally appeared before me this
day of. i ,/oL , and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my hand and official seal,
/.� -/
Notary signature
ALICE A. BONNETTE -
Notary Public
Onalow County
State of North Caro Ina
Commisalon I
SEAL - My commission expires r-141j-- tTj_ c_ oO fy
ECEIVE
Form SW401-Low Density-Rev.3-2/10/09 Page 5 of 5 JAN 0 8 2013
BY:

MEMORY TRANSMISSION REPORT
TIME :01-25-'13 16:50
FAX NO.1 :910-350-2004
�J NAME :DENR Wilmington
FILE NO.
961
DATE
01.25 16:46
TO
: R 918435299616
DOCUMENT PAGES
6
START TIME
01.25 16:48
END TIME
01.25 16:50
PAGES SENT
6
STATUS
OK
*** SUCCESSFUL TX NOTICE
Stuto of 1Vorf4 Coro4un
OwMrimani of Bovirnnmmr ruA Naearal Resnu rcm
WRm{uptnu Rcglaonl OMa
gat,iry haves PvMuq (:overanr RAX COYFR SI{�E.F_T Die /Tramm,� Nenrebry
Pages <exc1.
Sc/�-s---5 Phone: tal0)99i5->336
L910) 350-200A _
12l Coetlfnel Dti— E--ion, Wam�n�tonNc ....) - (91.> 196_721 S - N c,' .ni— Emp ,,

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:
To:
Cc:
Fax:
Re:
No. Pages (excl. cover): 5
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :01-25-'13 16:47
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
960
DATE
01.25
16:45
TO
R 919104512927
DOCUMENT PAGES
6
START TIME
01.25
16:45
END TIME
01.25
16:47
PAGES SENT
6
STATUS
OR
*** SUCCESSFUL TX NOTICE ***
smm or xor.0 ca.ouaa
Dapvrtmvve of 8vveruemrvt vad Nvearvl Rmouraee
Wllmlvptov Re01ovv1 O[ficu
e�...r[v EvrvH va.dua, Gvvaevor FAX COVER SHEET Dry FYrrwrv�, Svoratary
No. Pvges (oxcl. cover): .��
Prom: Jo Cnsm
Phone: [phone] __
Fvx: (910)350-2D04 _
i27 CalOuasl Drive Lxleneion. WilmiuQ�on. NC 28905 � (910) Y96-"1215 a An Equal Oppurtuniry Mervan�xe AG[iun P..nploy«

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date: _ /— /3
To:gdG
Co: �9/�7O GETEdn/�
Fax:
Re:
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]_--__
Pax: [phone]
I
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Frnployer

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, III
Governor Director Secretary
January 14, 2013
Commanding Officer
c/o Neal Paul, Deputy Public Works Director
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 130104
P-705 Hanger and Apron (Phase 1)
Onslow County
Dear Mr. Neal:
The Wilmington Regional Office received an Express Stormwater Management Permit Application for P-
705 Hanger and Apron (Phase 1) on January 8, 2013. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
1. Please provide the originally signed application. The signature on the application provided in the
application submittal is a copy. Additionally, as discussed in the Express submittal meeting on
November 27, 2012, please ensure to complete Section VI items 1 — 11 on pages 4 and 5 of the
application.
2. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to January 22, 2013, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please email or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. Please note that a second
significant request for additional information may result in the return of the project. If the project is
returned, you will need to reschedule the project through the Express coordinator for the next available
review date, and resubmit all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and State
assigned project number on all correspondence. If you have any questions concerning this matter please
feel free to call me at [phone] or email me at [e-mail].
Sincerely,
cLtVA-Q
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\StormWater\Permits & Projects\2013\130104 LD\2013 01 addinfo 130104
cc: Christopher Carlsten, Transystems
Wilmington Regional Office
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] \ DENR Assistance: 1-877-623 6748 NorthCarolina
Internet: w .nmatergvality.org Naturally
An Lmul MmnnNm 1 EM,mae.,a nmm� F.noL.vo. �/ {' 6 li

Nelson, Christine
From: Nelson, Christine
Sent: Monday, January 14, 2013 11:04 AM
To: '[e-mail]'; Bradshaw CIV Thomas C
Subject: request for additional info - Apron & Hanger Ph 1
Attachments: 2013 01 addinfo 130104.pdf
Chris / Thomas,
The request for additional information for the P-705 Hanger and Apron (Ph 1) SW application is attached. Copies of this
letter will be sent in the mail. Please let me know if you have any questions.
Thanks,
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone:[phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

Russell, Janet
From: [e-mail]
Sent: Wednesday, January 09, 2013 6:34 PM
To: Russell, Janet
Subject: Re: $4,000 Voided Check
Shredder is fine with me...
Thanks Janet!
Jason Walton
EMS
Mortenson
Sr. Project Manager
Mortenson Construction: Building what's next
phone [phone]
cell 303.349.7645
MCAS New River Parking Garage & Hangar Project
4177M White Street
McCutcheon Field, NC 28545
www.mortenson.com
Please consider your responsibility to the environment before printing this e-mail.
From: "Russell, Janet" <ianet.msseII(&ncdenr.cov>
To: .iason.walton(cDmortenson.com.'<iason.walton(iiZmortenson.wm>,
Date: 01/09/2013 03:08 PM
Subject: $4,000 Voided Check
Jason:
Guess What? I just received the letter back containing the voided $4,000 Express Fee check. The envelope has a sticker that says
"attempted — not known, unable to forward".
I sent it to your attention, 4177-M White Street MCAS New River, McCutchen Field, NC.
What should I do?
Janet
Janet M. Russell, NC DENR
Environmental Assistance
910 796-7302
Emoils to and from this address are subject to the public records law and may be disclosed to a third party.

Systems
December 11, 2012
North Carolina Department of Environment and Natural Resources
Attn: Janet Russell
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: P705 Hangar and Apron Expansion — MCAS New River
Express Permitting for State Stormwater
Dear Ms. Russell:
TranSystems
4930 Belle Oaks Drive, Suite 220
North Charleston, SC 29405
Tel [phone]
Fax [phone]
www,transystems.com
In response to the scoping meeting held on December 4rh, 2012, TranSystems has revised the Express
Stormwater Permitting submittal package for activities associated with the construction of the P705 Hangar
and Aircraft parking apron expansion at the New River Marine Corp Air Station in Camp Lejeune.
The project approach has been revised to only include express permitting for construction of the hangar
building and associated realignment of an existing ditch. Due to the reduced construction scope, the
percentage of impervious area is less than 24%, therefore a Low Density permit is being requested. Upon
substantial completion of Phase 1 construction activities, an application for a revised permit will be
submitted to change the development to high density.
Enclosed herein is submittal package for a Low Density Stormwater Permits.
If you have questions or need additional information, please contact the undersigned at 843-266-9300.
Sincerely,
TranSystems
Christopher E. Carlsten, P.E.
Project Manager
ri,
` EIVE
AN 0 8 2013

NEW RIVER MARINE CORP AIR STATION
CAMP LEJEUNE, ONLSLOW COUNTY
LOW DENSITY STORMWATER PERMITTING:
P-705 Hangar and Apron Expansion
December 11.2012
For:
North Carolina Department
of Environment and Natural
Resources — Water Quality
By:
Man_
Mortenson
�«u Ia
.Systems
4390 Belle Oaks Drive
North Charleston, SC 29405
Ecr=IVE
JAN 0 8 2013
By:_�

TABLE OF CONTENTS
Application
Location Map
USGS Topography Map
NRCS Soils Map
Drainage Area Map
Stormwater Narrative
Supplements
Low Density Supplement
UNDER SEPARATE COVER
• Construction Plans
• Geotechnical Reports
JAN 0 8 204
BY:

New Rver Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
Stormwater Narrative
Project Description
The project includes construction of a 60,000 square fool aircraft hangar with associated offices and an aircraft apron
capable of parking an additional 21 CH-53 combat helicopters. The project approach has been phased due to efforts
by the contractor to expedite construction of the Hangar building foundation, and a temporary lay down area and
construction offices. The first phase will pursue express permitting. The total drainage area for is 10.62 acres, of
which 7.0 acres will be disturbed. Impervious area includes 0.81 acres of existing built upon area and an additional
1.73 acres associated with the hangar building footprint, sidewalk and pavement areas. The total impervious area is
2.5 acres or an overall 23.9% impervious area. The receiving stream is Southwest Creek in the White Oak Basin,
with a stream class C.
The overall site topography and proposed grades will allow stormwater sheet flow across natural and established
vegetation for approximately 350 feet to an existing ditch network to the south of the drainage area. Stormwater
follows existing drainage patterns to northeast for approximately 280 linear feet in an undisturbed drainage ditch
before intersecting with a newly realigned ditch lined with an erosion control product. The discharge point is via a 60"
corrugated metal pipe to an intermittent stream. The overall stormwater travel length from impervious to discharge is
approximately 1100 linear feet
Site Description
The location of the hangar and layout of the apron is in accordance with "Airfield and Heliport Planning and Design
Manual, UFC 3-260-01, November and 'DOD Minimum Antiterrorism Standards for Buildings, UFC 4-010-01, July
2002". The new aircraft parking apron is an extension of the adjacent apron to the northeast and extents are
restricted by a canal to the west, the CALA apron pavement to the southeast, and the existing building to the
southwest. The pavement design includes a Portland cement concrete surface for the aircraft parking apron and
bituminous asphalt access drives, parking and shoulders. The project includes demolition of an existing 6,000
square foot one story metal building, removal of approximately 0.8 acres of asphalt pavement, and removal or
relocation of existing utilities and miscellaneous small structures.
The site is located in an undeveloped area directly southwest of the existing hangar AS4108 and south of an overflow
parking area. The site is bordered by a large drainage canal to the north and south, and a building to the southwest
along Perimeter Street. Further to the southeast is the CALA apron. The site conditions are predominately wooded
(recently clear cut) and turf areas adjacent to the existing aprons.
Stonmwater Drainage Approach
Temporary Lay Down Area
Existing drainage patterns for the area located to the northwest of the existing asphalt parking area generally flows to
a low area in the center of the basin and sheet flow along the perimeter into a 12-15 feet deep, 50-80 feet wide canal
that flows north and then south to a 96" culvert under Perimeter Street.
Minimal grading in this area will allow the water to sheet flow towards the low point with natural migration through a
vegetative buffer to the existing canal network. Added impervious is 0.09 acres associated with a new sidewalk
alignment as shown in the drainage area map.
Hangar ArealPavement Area
New River MCAS P705 Hangar and Apron Expansion �^ p',,, 11 P a g e
Sto water Narretivre C V 0_
Decenter 11, 2012 V
JAN 0 8 2013
fW1

The area generally flows to the east and is captured in an eight foot deep ditch located between the existing and
proposed hangar. The ditch flows to the northwest through a 60" culvert at the entrance drive. Land disturbance
activities will be kept to a minimum between the northeast bank of the drainage ditch and the existing hangar, thereby
maintaining existing drainage patterns from offsite through the 60' culvert. The overall site has grade elevations on
the order of 23 to 17-feet. The area includes approximately 1.63 acres of added impervious.
The proposed work includes realignment the existing drainage ditch/canal between the new and proposed hangar to
provide necessary space for the foundation construction. Proposed grades are provided in the construction
documents. The realigned ditch matches existing flow patterns and capacities, and will include a trapezoidal ditch
lined with a rolled erosion control product.
The northwest edge of the basin borders the existing parking area crown pant and stormwater generally flows
southeast along the curb gutter line. Associated with the ditch realignment will be the construction of a 1' high
diversion berm along the newly realigned ditch top of bank. The diversion berm will channelize stormwater to the
southeast thereby increasing travel time to undisturbed areas and discharging upstream of the newly realigned ditch.
Soil Conditions
Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
filters locations on August 20, 2012. The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of "Fill" material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern comer of the existing hangar. 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 B10 through B-12, B-15, B-16, 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 groundwater level recorded at the boring locations and as observed through the wetness of the recovered soil
samples during the drilling operations. For the apron and hangar borings, the initial groundwater table was measured
to occur at depths ranging from 6 to 14.5 feel below the existing site grades (elevations from about 9.5 to 10.5 MSL)
at the boring locations. The initial groundwater table was measured to occur at depths ranging from about 9.0 to 13.0
feet below the existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6 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 at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 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 orangish brown and tan to light gray and
orangish brown; tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
New River MCAS P705 HargN and Apron Expansion
Sto watwNa bw
December 11, 2012
ECEEr__ .
JAN 0 8 2013
F.
2 1 P a g e

VOLUME 4
r677 ONTS"Ef1T.1
NAVFAC MID -ATLANTIC
eProjects
Work Order Number:
803726
Appropriation: MOON
AIRCRAFT MAINTENANCE HANGAR AND APRON
At the
MCB Camp Lejeune, NC
(P-705)
DESIGNED BY:
NAVFAC MID -ATLANTIC
9742 MARYLAND AVENUE
NORFOLK, VIRGINIA 23511-3095
SPECIFICATION PREPARED BY:
Architectural: Dave Guidry R.A.
Civil: Craig Hooper, P.E.
Structural: Vernon Anderson, E.I.T.
Mechanical: Joseph McKeown P.E.
Electrical: Ray Ballance, P.E.
Fire Prot.: Darryl Nemeth
Geotechnical: Frank DeMascio, P.E.
Interior Design: Christine McKinley, CID
Specification: Thandi Lasana
Date: November, 2011
SPECIFICATION APPROVED BY:
For Commander, NAVFAC MID -ATLANTIC:
Date:
ECEIV =
JAN 0 8 2013

GET
Geotechnicat • Environmental -Testing
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.
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
Geme&nirnl • Environmental-Trsling
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attn: Mr. Allan Bamforth. P.E.
June 8, 2011
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, 'P:( �A R0,
G E T Solutions, Inc.
PE No.
FF FE�P
Glenn W. Hohmeier, P.E. by A. GIN
Senior Project Engineer W HC
'"NN1111111NIN,
NC Reg. # 033529
Camille A. Kattan, P.E. n ma`s
SEAL
Principal Engineer = 014103
NC Reg. # 014103
Copies: (1)Client
ECEI Er'
JAN 0 8 2013
BY:
415A Western Boulevard . Jacksonville, NC 28546 • Phone: [phone] . Fax: [phone]
[e-mail]

TABLE OF CONTENTS
EXECUTIVE SUMMARY............................................................................................. i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
1.3 Project Construction Description............................................................1
1.4 Purpose and Scope of Services............................................................. 2
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
3.3 Groundwater Information.......................................................................5
4.0 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
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
/t.
Table of Contents Page 1 of 2
GET

TABLE OF CONTENTS cont.
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 Vill
DCP TEST DATA
APPENDIX IX
HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX X
PCASE PAVEMENT DESIGN ANALYSIS
Table of Contents Page 2 of 2
ECEi V E'.
JAN 0 B 2013 GET
BY:

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
GET 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
supported on deep foundations (piles). Additionally, stormwater management facilities
will be constructed at this site along with other infrastructure components.
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
RANGES OF
SPV) N-
(Feet)DESCRIPTION
(Feet)
VALUES
0
to
Suficial
> 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
(NIQ 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 locations.
H i GET

Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
WAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
The following evaluations and recommendations were
exploration and laboratory -testing program:
June 8, 2011
developed 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-Augenng
Elevation.
Compression.
Tension
Lateral
O(eft)b.
Pile Type
(ff et)"t
(feet
Capacfty
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.
Solutions. Inc.

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
GET Project No: JX10-116G
1.0 PROJECT INFORMATION
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'/2wooded and'/2 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
(GALA), 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.
Solutions, Inc.

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.
ECEIVE:,
2 JAN 0 8 2013 GE®
BY:—

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
GET 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 ourexperience 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
the North Carolina State Building Code (2006International Building Code with North
Carolina Amendments) Section 1615.1; Table 1615.1.1.
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
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, P49 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 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
GET 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
II.
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
VII.
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.
JAN 0 8 2013 GE®
BY:

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
3.2 Subsurface Soil Conditions
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
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-3through B-6, B-10through 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.
'' 5 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
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 (SH WT). 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 wall 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 tv t anic laden soils.
6PJAN 0 8 2013 1 0.911 ..T.
M

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 excavations. Generally, 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.
k r', 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 Subgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densified 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,
placing the fill in maximum 8-inch loose lifts
least the specified minimum dry density.
the compaction should be accomplished by
and mechanically compacting each lift to at
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. 1=n s IVE
8 JAN 0 8 2013 GET
BY:

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
WAS 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 forstatic 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 11) 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.
n
Solutions, Inc.-

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
GET 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 I I 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 II - SPPC Pile Recommandations
Embedment
Tip
Allowable
AllowableAllowable
Tension
ing
PrDepth
PPile Type
Depth
Elevation
Compression
Capacity
Lateral
Depth ft)
(
(feet)(')
(feet MSL)
Capacity (tons)
Capacity (tons)
tons
12" SPPC
50 feet
-30 to -35
80 - 90
20 to 30
4
15 -44
R
Per Amend
We recommend pre-augering the pile locations prior to driving to the depth shown in the 0009 a RFI
table. This is necessary to help in minimizing the effects of vibrations from the driving effort 487)
on adjacent buildings, penetrate fill materials and to reduce the potential for pile breakage.
Following the pre-augering, 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
'/z-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.
ri,
CEIVE`'10AN 0 8 2013
BY:
Solutions; Inc..

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
4.5.3 Test Piles
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
engineers 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
estimate:
• Compressive and tensile stresses experienced by the modeled pile during driving
• 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 ,-
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
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 EIVEfi JAN 0 8 2013
BY:
(Solutions, Inc.':

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 geotechnical 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
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'c + fpe ; AASHTO and ASCE recommend 3 x square root fc + 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.
13
Solutions, Inc.

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
GET 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 for all
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 3EiV6_' ,
JAN 0 8 2013
By:_---
Solutions:Inc. -

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 therefore 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:
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 proper control and monitoring system.
4.6 Settlement Discussion
As previously mentioned, 7 to 10 feet of fill material may be necessary within the existing
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.
. -
15
-
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P706 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MICAS New River Camp LeJeune, North Carolina
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.
ECEIVE GET
16 JAN 0 8 2013 071
BY:

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
GET Project No: JX10-116G
4.8 Pavement Design
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
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)
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
r

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
GET Project No: JX10-116G
Table III - Minimum Pavement Sections
June 8, 2011
Hot Mix Asphaft
Section
Concretei'1
Aggregate e(2)Subgradel'I
Surface
(SM-
Intermediate
Base
9.5BA
(I-19B)
(BM-25.0)
_
Flexible
2"
2"
2 5"
12"
Stable
Pavements
Rigid
-
-
-
10"
12"
Stable
Pavements
(') 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 supportthe 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. .
18 nECEIVEi.,
J"N 0 8 I'll
8Y:
Solutions. Inc.

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
GET Project No: JX10-116G
June 8,2011
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 reservoirwas 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 KB
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
(n)depth
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
8
2.304
High
Depth below existing site grades
19
Solutions. Inc.

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 ProjectNo: JX10-116G
4.10 On -Site Shrink/Swell Properties
June 8, 2011
1
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
N D
SAND
SAND
SAND
Soil Type
(SM P,
(SM; SC, SP,
ISM, P,
CLAY
SPSM)`_
SCSM
SPSM)
(C�)_
SPSM :
.
Stratum
Structural Fill
Deposits
u er 40 feet
lower 40 feet
Average SPT N-value
10
28
7
Total Moist Unit Weight`
120
115
120
115
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' .
AVRest Soil Pressure
0.47
0.47
0.43
0.91
ko
Passive Soil Pressure
3.25
3.25
3.69
1.19
K
Fi iction 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).
20 ECEW '
JAN 0 S 2013
cy:�
Solutions; Inc.

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
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.
6.2 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,
r-. _. 21 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
GET 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 project or 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 EcEdVE'-. GET
JAN 0 8 2013
BY:_

l`
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
ECEUVE',
JAN 0 8 2013
BY:

APPENDIX IV
BORING LOGS
ECEIV C
" 1AN 0 8 2013
BY:

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
aw�w,tr.um,.�wamr BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
BORING LOG
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-15-11
B-1 DEPTH TO WATER -INITIAL': V- 10 AFTER 24 HOURS: 3 CAVING> L
m w
g TEST RESULTS
m a I-E-Ec-1
n o > 3`oPlastic Llmlt H Liquid Limit
Loa �, Description U rn Z rn rn ~ m n z Moisture Content- •
N-Value -
1 1 inch of Topsoil
Slightly mottled orangish brown -tan, moist, Sandy Lean CLAY (CL),
Medium Stiff
2
3rayish tan and orangish brown, moist, Clayey fine to medium SAN[
(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
SM) with trace Silt, Loose to Medium Dense
Tan, orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
Gray, wet, Sandy Lean CLAY (CL), Very Soft
1t gray, wet, Silty fine to coarse SAND (SM) with trace Gravel
Cemented Marine Shell Fragments, Medium Dense to Dense
Greenish
Notes:
n,
wet, Poorly Graded fine to medium SAND
3
1 24 ss 3 6
a
3
2 10 ss n 7
3
i 5
rr 4 20 ss 13
6
t' 4
[1
r �. 5 0 ss ; 5
r
6 I15I.1 9 115
7 119 I ss I 12 124
B I24I ss I 1 I1
9 123 I ss I 19 134
10 121 I ss I 6 111
11 124 I ss I 6 113
U
0
SS - Split Spoon Sample
ST - Shelby Tube Sample
HA - Hand Auger Sample
BS - Bulk Sample
V,r1H a W i. hf of Hn—mnr
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
r .a...r •o-......,m•r..ue
BORING LOG
B-1
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
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-15-11
DEPTH TO WATER -INITIAL`: $ 10 AFTER 24 HOURS: r CAVING> L
c
W�
a d
o E
a m
Q v
Description
m
n a o
C� rn z
a>
1n
ar
a m
vE1°i ~
3 23
m 2L
y
z
g
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
4
trace Silt, Medium Dense
:: :: 12
13
23
ss
s
13
25
2850
42
26
31
19
14
/ ..............
i
�... .. .
WEIII/s/1
. ...................... .......
j
L
'
14
21
as
8
is
4
45
-25
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Dense
14
19
ss
is
13
15
16
.....
.... 15
17
ss
23
16
12
5
-35
1e
16
19
ss
6
13
14
60
60
20
17
17
ss
t�
14
65
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Densa
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens'
18
24
55
s
13
18
70
'19
24
ss
4
6
10
75
[Notes:
SS = SpIR Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sampleyvaht of
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
B-1 -
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-15-11
DEPTH TO WATER -INITIAL': $ 10 AFTER 24 HOURS: 4 CAVING> t
c�
> y
t@
w w
o E
z
d w
0
Descri lionw
p
c
7imrn
m
E Z
d 1.2
E
E�
�-
N:
oy=PlasticLimit
oo n
m$
z
v
TEST RESULTS
!-i LiquidLimit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
4
....
20
24
ss
5
a
2
13
14
:...:. .:.... ..............
80
26
f
21
24
ss
a
3
95
-65
Boring terminated at 85 ft.
28
-70
9
-75
30
100
-80
32
05
-85
0
110
90
95
Notes: SS - Splk 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 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
aews.tr.o-r�..wi.>aeq
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
��11
B-G
DEPTH TO WATER -INITIAL`: -V 8 AFTER 24 HOURS: 1r CAVING> L
c
u m
w
w
g
TEST RESULTS
Limit H Liquid Limit
"
a I-E
y ur
Description
n cPlastic
E
E$
E
o0
>
v
0
P Z
O in
N
m a
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
3 inches of Topsoil
:a 11
2
n:l1: 1
24
ss
1
s
4
.:...:...:...:...:...:
.2
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, VeryLoose to Loose
"'ct'
4d:tf
"" "'"""""""""""'
4
15
13:ii 2
n:lr
21
Ss
'
4
10
..... ................... ...
/
:I...
3
7
:...:...:...: �..:...:...:...
5
Orangish brawn and light gray, moist, Poorly Graded fine to medium':
SAND (SP-SM) with trace Silt, Loose,:,:
i i
rn?: n: 3
rj.
20
ss
3
4
20-W.
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Medium Dense
1'! k f
n:n: 4
ia.c[
20
ss
10
10
10
'J: t t
I:i:l1 $
11
21
/ ...: . ........ ..........
20
55
12
10
f l:l1'
.1.{1i
6
16
27
...:...:...:...:...
18
ss
15
4
1
Gray, wet, Clayey fine SAND (SC), Very Loose
.:
...". ..
. 7
1
4
5
: .:...:...:...� ..............
5
20
ss
i
z
15
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Loose to Medium Dense
a
2
19
�.
-
24
ss
2
12
14
6
0
20
.....
9
24
55
5
10
j ......:...:...:...:...:...
6
25
7
/" ... ... ... .
'
-10
6
10
24
ss
y
14
.:...:...:...:...:...:...
30
11
—" .......:...
1
-15
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
trace Silt, Medium Dense
.,.; 11
24
ss
a
35
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
; ::,:
8
'
SUN
-p
IJ
s
Notes:
SS = SpIR Spoon Sample
R
ST = Shelby Tube Sample
JAN 0 8 2013
HA= Hand Auger Sample
BS = Bulk Sample
rodw-ter favAl
WQH - We ht of Hammer
Kv
PAGE 1 of 3 Standard Penetration Tests were performed in the field in 94.
I accordance with ASTM D 1586.

GETPROJECT:
rs•o-u+�r•wmq
BORING LOG
B-2
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
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-22-11
DEPTH TO WATER -INITIAL": $ 8 AFTER 24 HOURS: t _ CAVING> L
c
O
m
W
t N
o. t
o E
L
o w
Q m
DBSCfl pti0n
o
n
w
_
a d
N z
N
o
N
w
'' w
N
y
3 m
m c
d
m
i
g
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
49
trace Silt, Medium Dense
12
22
ss
11
12
32
31
33
37
16
15-
18
. -
S
16.
. ...............
A. :...:...:...:...:...
.
.....�...:. _:...:...:...:
-25
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel a
Cemented Marine Shell Fragments, Dense
'
13
21
as
ie
13
6
-30
14
21
ss
17
15
20
50
-35
15
22
as
16
21
55
1e
-a
16
18
as
14
2z
17
60
-a
20
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
to Dense
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
to Dense
.....
iij
,:
is
17
24
ss
6
a
65
18
24
ss
5
y
11
70
-55
. ....
19
24
ss
6
10
5
:[:::
-60
Notes: SS =Sl Spoon Sample Shelby dy Tube Sample
Hand •�• HA= HanAuger Sample
6S = Bulk Sample
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
BORING LOG
��11
B-G
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
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-22-11
DEPTH TO WATER -INITIAL': -V 8 AFTER 24 HOURS: IF CAVING> S.
czic
w
w�
o v
E
o
Description
a
P
G
y
n d
E z
N
a>
E v�
NKN
m
o. w
3 1D
m a
w
,-',
z
g
v
zR
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
24
'
20
24
55
6
y
16'
15
..:...:...:...:...:... ...:...
...... ..:......:...:...:...
... ... :... :...:.........
If
21
22
55
g
16 3046
29
85
Boring terminated at 85 ft.
-]o
26
0
5
95
30
-
100
105
34
110
115
Notes: SS = Spill Spoon Sample
ST = Shelby Tube Sample
HA = Bulk Hand Auger Sample
BS = Sample
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
r�•uex.�.,m.mad
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: WAS New River Camp Leisure, 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": S 9 AFTER 24 HOURS: 45 CAVING> S.
g=
m
>
w
t m
n
❑1
6.
w
Description
m
n oa>am
Z
E a
m
E
i
3
o
y
z
g
TEST RESULTS
Plastic Limit H Liquid Limit°E
Moisture Content - •i
N-Value -
10.20 30 40 50 60 70
6
7
7
14
3
8
3
19
19
3
3
T
5 inches of Topsoil
1
18
ss
3
3
4
:.... t...:...:...:...:...:
...................:...
/
/ . .
w.
/
/
. / -
--:-�N..:...:...:...:...
..............
:...:...:..... .:...:...:
.
•..:...:...:...:...:.
.... �...:...:._�...:...
I...f...I...f...l...
;..
.... ..... .........:...
... :...: .. .:.. .:...:...
'..:...:...:...:...:...:...:...
.4
Light gray and brown, moist, Silty fine to medium SAND (SM), FILL,
Loose
2
20
ss
3
3
4
4
2
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
Medium Stiff
5
3
1s
ss
3.
4
Grayish brown, moist, Silty fine to medium SAND (SM), Loose
Light gray and tan, moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Medium Dense
rXL1:
4
21
ss
e
6
Tan, orangish brown and light gray, moist to wet, Clayey fine to:-:;
medium SAND (SC), Very Loose
Tan, orangish brown and light gray, wet, Silty fine to medium SAND
(SM) with trace Clay, Very Loose to Loose
;;; ::
5
6
17
18
ss
as
2
3
5
s
10
10
4
...
7
24
as
1
s
3
15
6
Tan, orangish brown to light gray, wet, Poorly Graded fine to mediu
SAND (SP-SM) with trace Silt, Very Loose to Medium Dense,
r];t1:
.,: }
mI r].
a: u
i Et1:
i
1 14
1;1:tr
i is r].
1 ilr
]la l
1,;tr
+:
14'11
1'4: t !
+: n:
i:f• r
ti;ij
LLL'
..}
0: r 1.
17:ti
8
10
ss
a
a
10
0
20
12
9
10
ss
9r;...
9
1e
9
-5
25
10
20
ss
1
2
2
10
to
11
21
ss
1
-t5
Grayish brown, wet, Poorly Graded fine to medium SAND (SP) with
':
Notes: SS = Split Spoon Sample
ST=Shelby Tube Sample
L= Hand Auger Sample
= Bulk Sample
ULAIMM
PAGE 1 of 3 - Standard Penetration Tests were performed in the field in general accordance with ASTMO 1586.

GET
m.a.�rr.o-wv.�w-remq
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: MICAS 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*: 8 9 AFTER 24 HOURS: 4F- CAVING> L i
c
tii W
a w
o E
a I
o
Description
w
a n o
12 N z
o- >
N
w
n v
N 1-
3: w
n a
y
Z
o
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
-2o
a
trace Silt, Very Loose
12
13
..
20
ss
1
2
1
36
36
36
19
16
16
..............................
.:...:...:...:...:...:...:...
/. .:..
jj-
j
.:...:...: ...
j .....
. ...
4
17
ss
2
a
1
25
45
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Dense
14
18
as
18
- o
16
15
17
ss
15
so
16
5
55
18
16
18
ss
35
24
35
40
60
20
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
ffs.
17
20
ss
5
111
s
10
4
65
18
24
ss
6
s
2
-50
0
19
24
55
7
y
3
75
Notes: SS = Split 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.

GETPROJECT:
r d,µr•u.�,..,m• rft
BORING LOG
B-3
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 I JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
DEPTH TO WATER -INITIAL': S 9 AFTER 24 HOURS: ,S CAVING> L
o zi
1O -'
>ywwwm
w �
V N=
12
n E
o
.-. W
a
o
Description
P
L
O
w
2
E°
z
�
E w
o
� �
w
d d
E
rn �
V!
c `v
m a
m
>
z
oo
N
a
�
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
a
iE:E
20
24
ss
g 1
16
17
.1. .I. _:...:...:...:...
j
6o
26
.....
15
...,
E
21
22
ss
_6510
85
Boring terminated at 85 R.
-70
2e
90
-75
95
-80
00
32
05
-90
34
-95
11
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 held 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
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
ter®
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": 8 9 AFTER 24 HOURS: T CAVING> L
c
o
y
w
w$
TEST RESULTS
J
a d
W
n w
N
Description
o,
a o
E
n>
E>
a a'
E
3 IO
o y
2
u
Plastic Limit H Liquid Limit
>
w
N
0 E
o W
Z
in
O
N
m a
.
Moisture Content - •
N-Value -
10 20 30 40. 50 60 70
4 inches of Topsoil
"'
3
1
24
ss
3
6
/ ........................:...
.3
Brown, moist, Silty fine to medium SAND (SM) FILL, Loose
3
6
/
15
Dark brown, moist, Silty fine to medium SAND (SM) with trace
Organics, Loose
t::!t
.....
2
2c
ss
a
3
3
6
/
_, .........
5
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
Medium Stiff
3
16
ss
a
3
3
10
-
/ ...:...:...:...:...:...:...
Brownish gray, moist to wet, Silty fine to medium SAND (SM), Loose
to Medium Dense
i €
:: !
:
4
18
ss
3
6
10
/
/
5
i:!i
5
14
ss
6
12
j
/
/
10
6
5
.:..-.,.:...:...: —
Brownish gray to light gray, wet Poorly Graded fine to coarse SAND
(SP-SM) with trace Silt, Loose
1'0: i i
� fit
6
11
ss
3
2
1:rtr
t
/
C.
7:tt
..... ......... .......... ...
5
1 :r.ir
7
16
ss
2
7
/ :....._:...:... t. ..: ...: ...
15
L7a':
2
tAaf
0
18
Tan and orangish brown, wet, Poorly Graded fine to medium SAND
(SP-SM)with trace Silt, Medium Dense to Dense
"
t' a+:a:
?^t
8
12
ss
e
11
19
........:...:...:...:..
————
6
20
ix[1
13
pia i.
..:_ .:. .:...:...:...:...:...
rcit
38
..........:...
9
11
ss
13
19
lAa(
6
....
�a:Ir
-10
2
Tan and gray, wet, Silty fine to medium SAND (SM), Very Loose
.....
ii�i
10
22
ss
i
2
4
: _:...:...:...:...........:...
30
2
4--—-
10
-15
Brown to greenish gray, wet, Poorly Graded fine to medium SAND
(SP)with trace Silt, Very Loose to Medium Dense
: :.:..
:,"!
11
21
ss
3
2
35
Brown to greenish gray,wet, Silty fine to medium SAND (SM), Very
20
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GE
f A+Yd •4eM1ssnW •DxM(
BORING LOG
B-4
PROJECT: P705 Aircraft Main. Hangar 8 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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
DEPTH TO WATER -INITIAL*: V, 9 AFTER 24 HOURS: 3 CAVING> L
c Ei
O
Wo
t `IL
E
o
Description
n
12
w
E o
N Z
N y
E o
N
v
E m
N H
y-
3 tO
m a
v
>
m
z
o
O
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
40
Loose to Medium Dense
12
16
ss
1
a
2
14
37
40
45
48
26
12
/
O
..........
j "
-25
4
3
21
ss
5
7
a
_30
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel a
Cemented Marine Shell Fragments, Dense
[
14
24
ss
„
24
18
16
50
35
15
15
ss
16
se
21
55
16`
-a
16
16
ss
25
z
17
60
-4
p
63,
Gray, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt , Dense
r?it+:
'i:1: 11
15a 7
fYlt
:{l
17
15
ss
35
18
22
65
-50
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
18
24
ss
11
5
70
19
[24
ss
5
tz
75
Notes: SS = Split 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
r�.aa�ro.rR.s,sl. ra.eq
BORING LOG
B-4
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
BORING LOCATION: See Attached Baring Location Plan SURFACE ELEVATION: 18 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
DEPTH TO WATER -INITIAL`: �.z 9 AFTER 24 HOURS: T CAVING> L
c
>
1w
a y
o E
a w
ClN
Description
n
113
E Z
E
in
E
M I-
3 tD
o y
inn
_
m
z
g
u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
24
20
24
ss
5
7
12
12
/..'..
.... .. ... ..... :...:...:...
....... ...:.... ...:... :...:...
-
.....:. .. :...: .........:...
26
.....
21
22
ss
5
10
a
Boring terminated at 85 ft.
-70
2e
-75
95
30
100
45
32
105
34
110
-95
11
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 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
rs.u�tr�or,.�.w»arg
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: 2-16-11
B-S
DEPTH TO WATER -INITIAL': $ 10 AFTER 24 HOURS: CAVING> �L
o
L y
o
w
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
>
y
w
Description
a
a o
E
E
o y
y
w
o E
_r
o
L
Z
rn
m
(n
m a
z
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
5 inches of Topsoil
3
1
16
ss
6
10
7
.. �F—� .....:...:...
.4
Slightly mottled orengish brown -gray, moist, Sandy Lean CLAY (CL),
Stiff
5
..:
6
f'
2
18
ss
6
13'
.
Brown and tan, moist, PoorlyGraded fine to medium SAND SP-SMl'`
(
with trace Silt, Medium. Dense
i'iiii
7 ;ffj
�); J.
13
..... :...:...:...:...:...
15
5
3
15
ss
3
r
5
a; h'
6
11
0
.
Gray and tan, moist to wet, Silty fine to medium SAND (SM), Very
Loose to Medium Dense
4
22
ss
3
a
Trace Clay from 8 to 10 feet
9
6
% .:...:. .
.....
5
17
66
4
3
to
to
3
.....
6
16
55
3
9
4
4
.....
3
7
17
as
2
3
5
15
1
Light wet, Poorly Graded fine to medium SAND (SP-SM) with
3
,
ii f i,
6
gray,
trace Silt, Very Loose to Medium Dense
�a;ih
'i,
8
21
ss
n
24
i/
"..........
�j
e
6
20
a:(..
i
.....i,..i...i...:...
i bfii
�'1.tr
..:...:.. :...:...............
t4
A .r[i'
1oa r
9
18
as
13
1e
23
/
-
5
fY h:
i a:rf
7
i ......................
....
.............
a
•,.oafq
n: n:
.............................
xrrt
IY
t
.t:c(r
r.i3
10
14
as
o
1
..:...:...:...:...:...:...:...
-10
30
lIL
10
:II
V
1
1�r.ti
11
23
ss
2
3
..:...:...:...:...:...:...:...
-
19i it
2
..: .. .:. ..: ..I .. .:. ..; ...;...
:1:ii
i7ai
Light gray,wet, Poorly Graded fine to medium SAND (SP-SM) with
z''""'""'"
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1686,

GET
w.a,rr •a...m•n,1yq
BORING LOG
B-5
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, INC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 2-16-11
DEPTH TO WATER -INITIAL": -V 10 AFTER 24 HOURS: 1 CAVING> L
c
0L_
1O
wo
a 01
E
_
n w
o-
Description
P
o m
a E Z
N
d N
E
0,
m
-
E a
N=
o d
M a
z
8
=
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture content- e
N-Value -
10 20 30 40 50 60 70
12
4
trace Silt, Very Loose to Medium Dense
iy, rj 12
.1XC
'Xii
'�:r• r p
cif N.
22
ss
2
2
25
67
54
63j/-
14
............ _............:...
:. _:...:._:...:...:...:...
..:. _:...:...:...:...: _.:...
j
. .:...:. ..:.. .:...:. ..:...:...
4
Brown, wet, Silty fine to medium SAND (SM), Very Loose
13
24
ss
2
1
0
45
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel anc
Cemented Marine Shell Fragments, Medium Dense to Very Dense
[ 14
19
ss
13
12
13
-30
1
so
15
21
ss
3
237
30
23
-35
55
j
.
/
. ". . .
1e
16
20
ss
3
n
34
-40
60
20:F
17
14
ss
45
65
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND ISM), Medium Dens
s
9
-50
22
70
.....
19
.:::.
0
ss
6
a
-5
75
Notes: SS = Splk 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
BORING LOG
B'S
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: 20 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-16-11
DEPTH TO WATER -INITIAL*: S 10 AFTER 24 HOURS: d- CAVING> L
o
>
Y
w
❑❑
JE_
n v
�„
Description
c
a
2
w
n o
Z
N
n>
E 3
m
m
a
E
N
3 1O
o yw
in o.
y
m
Z
oo
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
C.....
"'
20
24
ss
5
a
9
13
15
. .............:...:...
99
'
.... ....................
..: ...:...:........:. ..:...: ...
26
21
24
ss
5
9
3
-65
85
Boring terminated at 85 ft.
29
-75
9
80
100
9532
105
4
-90
110
Notes: SS = Splil Spoon Sample
ST = Shelby Tube Sample
= Hand Auger Sample
= Bulk Sample LHammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTMO 1586,

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 Leisure, NC PROJECT NO.: JX10-116G
rm.1,�o-.M.�rl. rem,4 BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
BORING LOG
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
B-6 DEPTH TO WATER - INITIAL": V 8 AFTER 24 HOURS: 3 CAVING> L
.. o w N - ? g TEST RESULTS
> m w m z Description a E Z E E w o v > u Plastic Limlt H Liquid Limit
w o E o in m in r- m a z Moisture Content - •
N-Value -
o
2 inches of Topsoil
^0
Brown, gray and orangish brown, moist, Silty fine to medium SAND
(SM), FILL, Loose
2
Gray and orangish brown, moist, Silty fine to medium SAND (SM)
with trace Clay, Loose
nightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL)
Medium Stilt
Tan and whitish tan to tan, moist to wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
Orangish brown to light gray and orangish brown, wet, Poorly
ded fine to medium SAND (SP-SM) with trace Silt, Very Loose
Medium Dense
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM)
trace Sift, Very Loose
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
1 124 I ss l j 17
9
3
3 15 as 3 6
4
4
4 24 ss 4 10
5 20 ss 6 11 1
r
1 4
6 17 ss 5 10
7 I13I SS 2 I4
B 114 I ss I 1 112
9 16 as a 7
is 2
of
[r
u
tt
10 24 ss Q 1
f
Id
11 123 I ss t o 11
a
I Notes: SS = Split Spoon Sample I
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
•Thn initial nmundwnter readinn may not he indirative of the static omundwater level WOH = Weinhl nt Hammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1566.

GETPROJECT:
BORING LOG
B-6
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
DEPTH TO WATER -INITIAL': $ 8 AFTER 24 HOURS: 25 CAVING> .0
o ip=
> 1d
1w
N
w y
o E❑
t
w w
Description
o
E
O
E Z
m
E g
in 0
w
E
y
o v
m a
v$
z
=
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
e
trace Sift, Very Loose
lr ii
.I:r.lr
.a:ii
nar........L
L'1:[1.
J:I:I i
12
24
ss
3
3
36
24
48
39
17
1575
4.0145
21.1
..:. _:i .:...:.. .:...:...:...
.............._.....
.:.... .i .:...:...:...:...:...
....................
...........
l
..........
j
_25
a
Greenish gray, wet, Poorly Graded SAND (SP) with trace Silt, Very
Loose'::::
::' ...
....
13
24
ss
2
2
Light gray, wet, Silty fine to medium SAND ISM) with trace Gravel
and Cemented Marine Shell Fragments, Medium Dense to Dense
14
24
ss
is
1e
19
16
a
15
24
ss
6
13
13
55
_4
18
!
16
20
ss
s
60
r
20
17
18
ss
211
12
65
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND ISM), Medium Dens
18
24
ss
10
16
22
a
55
19
24
ss
a
15
Notes: SS = Split 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 1686.

GET
BORING LOG
B-6
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
DEPTH TO WATER - INITIAL`: $ 8 AFTER 24 HOURS: T CAVING> .0
c G
w
o
m
E Z
E>0
m
o
m n
m$
TEST RESULTS
Plastic Limit H Liquid LimitDescription
Moisture Content - •E
N-Value -
10 20 30 40 50 60 70
4
...
20
24
ss
6
10 15
16
13
i/
j
/
s.
.:......:...:...:...:...:...
............ ..:......... ..:...
65
26
21
24
as
5
a
4
Boring terminated at 85 ft.
r0
28
90
-75
95
100
-65
32
105
34
110
11
-100
Notes: SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
-The initial am BS = Bulk Sample
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
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: 2-22-11
B-%
DEPTH TO WATER -INITIAL-: 43 11 AFTER 24 HOURS: 9 CAVING> t
`oEit
H
o
Ln
w
w
3
m$
TEST RESULTS
Plastic Limit F-I Liquid Limit
m
n Z
0 w
Description
E d
E>
E
1O
m
wo
E
o
r?
a�i z
y
m r-
m n
z
v
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
5 inches of Topsoil
4
0
0.4
1
24
ss
2
620
.:...:. .:...:...:...:...:
Light brown and orangish brown, moist, Silty fine to mrdium SAND
(SM), Loose
2
/ ....:...:...:...........:...
.....
3
.....
s
14
/
5
Tan and light brown, moist, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt, Medium Dense
'I i! i i
a nr
c i
3
12
ss
6
a
10
12
g.
j T
15
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Medium Dense
:::::
4
19
ss
5
5
7
3
1.
1:...:.. .... .....:.
/ (
... . :...:...:...:...:...
/.;
:....I . ......:...:...: ....
..........
..;... 1 .........
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Loose
1D
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt and Clay, Very Loose
.I "� i i
rx n'
,iI:IF
I .: '
l3f E?.
!a:rr
L
5
6
19
22
ss
ss
3
4
z
2
+
o
10
r
ii
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
!?.�+:
]tl: t t
I.E[i
7
17
ss
6
]
13
j
/ - _ \ ;...........
15
9
/ \
Jtt
6
Gray, wet, Sandy Lean CLAY (CL), Very Soft
!n.tr
8
24
ss
WOH
1
1
58.6
..:...:...:...: ��:..
....................:...
e
2
Tan, wet, Silty fine to medium SAND (SM), Very Loose
....:
9
18
ss
3
+
o
-5
Light brown and orangish brown, wet, Silty fine to medium SAND
(SM), Very Loose
.....
::..:
;;
10
17
ss
2
+
2
......... ............:...:.
-
10
10
a
-10
Light gray, wet, Poorly Graded SAND (SP- SM) with trace Silt, Loos
.!+:
11
24
ss
4
6
4
35
15
?a t
//
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
'
4
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

GET
BORING LOG
B-%
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: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-22-11
DEPTH TO WATER -INITIAL": S 11 AFTER 24 HOURS: i' CAVING> .L
m`nLS
>
a
�L..
y
w
o
Description
LE
a
w
Zan
>
iito
m
En d
3 U)
L
m
�
z
o
iv
TEST RESULTS
Plastic Limit H Liquidlimit
Moisture Content - •
N-Value -
10203040506070
12
4
trace Silt, Medium Dense
12
24
ss
s
14
19
20
58
too/
...:::
j
.. .............. .. ...... .......
j
/
jj/j/ 100
o
....:.... .... ...............
.
--:...; _.:...:...:...:...
[-20
4
13
24
ss
5
81
13
45
-25
48
Light gray, wet, Poorly Graded fine to coarse SAND (SM) with trace
Gravel and Cemented Marine Shell Fragments, Medium Dense to
Very Dense
...::
14
24
ss
io
to
21
...
...
30
15
23
ss
9
37
32
55
35
18
16
8
ss
39
5W.
5W.
60
40
Boring terminated at 63 ft.
Refusal at 63 feet
65
-4
70
75
55
Notes: - SS = Split 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 ASTM D 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C.L Allan BamION: th, Ltd
S New River Camp L
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
®
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-H
DEPTH TO WATER -INITIAL`: S 6 AFTER 24 HOURS: a _ CAVING> L
o
m
v
g
TEST RESULTS
Plastic Limit H Liquid Limit
m
a v
a
a w
w w
Description
n
E o
a>�
E
w
E
3:!
o v
m
u
> y
w
y
❑ E
❑
m
Z
in
to t-
ro a
z
v
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
1 inch of Topsoil
<
i
15
0.0
:5:::
1
10
ss
z
7
:_.:...:...:...:.......:
Brown, moist, Silty fine to medium SAND (SM), Loose
3
12-
/
j ,.
Light grey and orangish brown, moist, Silty fine to medium SAND
(SM) with little Clay, Medium Dense
""
2
24
ss
s
7
5
Light and orangish brown, moist, Clayey fine to medium SAND
' ' X
3
5
gray
(SC), Loose
... .-
3
16
ss
a
8
..:. I...:...I...:...[
10
7
5
11
..:...:...:...:._ :...[...
Whitish tan and light brown, wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Medium Dense
'I'1; tf
r1: L1:
4
24
as
e
9
14
:...:...:...:. _:...
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM) wit
trace Silt, Medium Dense
1
n: n:
;:,:f�
5
17
as
e
10
Orangish brown and tan, wet, Poorly Graded fine to medium SAND
l l' fL
aa
5
(SP-SM) with trace Silt, Loose
�_� i
6
is
ss
5
9
�!
'li r i
5
/ :.... :. _:...:...:...:...
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Very Loose to Medium Dense
1'0[ ii
1 ai L'4
7
17
ss
6
6
...............:...
15
Jar
7
/
o
lair.................
.. ..... .. ...
6
]7al
:na r
15
:._ :...:...:...:...
8
16
ss
5
a
20
n,tr
8
/
JAa I'
r T.t1:
......... ............. .......
i:F r L
4T.fl.
6
a a:tr
9
17
ss
B
19
5
tl: U
L 7: rj
U:fl.
.:...:. .. :...:.. .:...: ...:...
1
.....
Ixu
10
23
ss
a
5
.............................
30
7:t.
1 y;lr
3
/
-1
ri.
1
......
;1;(I
..........i......... .: ...�..
2
1:1: r L
Lxti,
11
22
ss
?
3
.
'......... .:...:...:...
rl
—fl
1 :Ctr
Light gray, wet, Poody Graded fine to medium SAND (SP-SM) with
tv
; ;'
3
3
/
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
-The initial am WOH - We,ht 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 BamtortI Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
L
®
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 2-21-11
pp
B-p
DEPTH TO WATER -INITIAL`: $ 6 AFTER 24 HOURS: 4111P CAVING> L
V
TEST RESULTS
Plastic Limit H Liquid Limit
„
m m
R w
Description
a n o
n>
a °'
3'p
W
o E
o d
(�7 1n Z
y W
/n ~
m a
z
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
trace Silt, Very Loose to Medium Dense
': 12
24
ss
2
5
i
4
U: r1.
.l a:fr
1A.t(
3
.... _......... ...... .... ...
5
:df!
7
13
22
ss
2
4
'_:...:._:...:...:...:...:...
45
u: ii.
.I:I:fi
1
1
3
. . . . . .
— :...:. :...:.. .:. ..:.. .:...
I :I:t1
I ;I;LI
38
�!
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel no
Cemented Marine Shell Fragments, Medium Dense to Very Dense
14
21
ss
17
16
6
50
9
26
.:... .. .. -
15
16
ss
14
��
..: ...:. ..:...: ...:...:...:...
/ /100
-4
iiiii
50/4•
1e
16
4
ss
5a4:
100
60
50/4
100
—
45
17
3
ss
Sao.
20
85
50/4"
14
/
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
18
24
ss
s
6
22
70
9
5
:::..
'` 19
24
ss
a
14
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
o
/
Notes: SS = Splft 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 0 1586.

GET
ca.a�tr.o.�.�ui. aeeq
BORING LOG
B'H
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C.L Allan BamION: th, Jr., Ltd
New River Camp L
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. LOGGEDBY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 2-21-11
DEPTH TO WATER -INITIAL': S 6 AFTER 24 HOURS: Z CAVING> L
e E
m
> y
w
y
a d
w E
o
a m
m
o
Description
c
a
12
O
¢ o
E Z
y
a o
E
N
�-
E
N
o y
m n
m
z
g
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
:i:::
.....
20
24
ss
6
16
15
16w.
23
-
zs
21
24
ss
6
6
1<
b
Boring terminated at 85 R.
26
90
-75
95
-80
30
100
32
05
-90
34
110
-95
-100
Notes: SS = Splil 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 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
LOCATION: MCAS New River Camp Leisure, NC PROJECT NO.: JX10-116G
SamPROJECT
LmM�•4vnss+Wlbt6q
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� 11 AFTER 24 HOURS: 4 CAVING> -C
g�
t B
t
u
N
y v
w
w-
?
g
TEST RESULTS
Plastic Limit H Liquid Limit
a y
Description
n
a o
a>
a °'
3 12
m
u
w
o d
E
o v
C�
o° z
n
n~
m a
Z
Moisture Content - •
aR
N-Value -
10 20 30 40 50 60 70
0
3 inches of Topsoil
1
SS'.S
1
17
ss
2
..:_.:...:...:...:...:
.2
Brown, moist, Silty fine to medium SAND (SM), Very Loose
1
Light gray and orangish brown, moist, Clayey fine t o medium SAND..
(SC), Very Loose
. . ...
2
12
as
/
2
..:...:...:...:...:...:...:
z
3
6
Light gray, moist, Silty fine to medium SAND (SM), Very Loose
:::::
3
18
ss
z
z
9
Light gray and tan, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Loose to Medium Dense
.i a; t f
n:ir
4
16
as
n
6
xcr
.f
t ;ktf
8�
���� .:...:...:...:...:...:...
5
9
ss
6
5
10xV
riff
....ro. :
u
aa:u
4
11
_:...:...:...:._:...:,..
................... _ _....
10
6
11
ss
n
8
!f
i:f f j
6
a
7
16..:...:...:...:.f
1'.{V
fl.."
Brown, wet, Poorly Gaeded fne to medium SAND (SP-SM) with trot?i(�:6 Silt, Medium Dense
aii
ii, i:r
8
6
3
14
...... ......
20
]Y.tr
l N1
.I:I; f I'
.. .. ........:.. .:...:...
2
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel am
Cemented Marine Shell Fragments, Medium Dense
9
24
ss
4
14
18
.
j
25
.....
21
""
10
18
ss
e
16
30
...............................
to
-10
26
11
23
ss
s
11
a
-1
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
":
5
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
B-9
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
DEPTH TO WATER -INITIAL': S 11 AFTER 24 HOURS: L CAVING> L
o
.6
Wo
L y
fi
E
o �,
Description
n
(7
n d
rn Z
w
a
y
w
� m
N H
3 tO
2i n
m
2
z
g
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10203040506070
4
trace Silt, Medium Dense
12
24
ss
6
11
15;
25
29
100
13
11
14
12
.:.
100'
/
/ .�
j ...
e
r
-20
4
13
21
as
6
s
n
4
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Very Dense
14
22
ss
15
X
16
50
15
17
66
H
12
13
55
-35
16
16
4
66
5M5oa-
.
60
-40
20
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
Greenish grey, wet, Silty fine to medium SAND (SM), Medium Dense
17
24
ss
6
r
8
65
-45
:sqs
18
24
ss
4
6
7
ro
50
"`'
19
24
ss
5
y
12
75
55
IL
tNotes:heSS = Split 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
rwe.,:a.aw��r•r=rep
BORING LOG
B-9
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
DEPTH TO WATER -INITIAL": 8 11 AFTER 24 HOURS: S CAVING> L
e
4i1
tQ @
d
cu0
9
6
m
1m
nEo
wa
3
m
g
v
TEST RESULTS
Plastic Limit H Liquid Limitt�
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
24
...:.
iiii'
20
24
ss
s
11
17
18
16
:. ..:...:...: -... ....:_.
..: _ .:...:...:...t...
... .:. ..:...:.. .:...:...
..; ..;...-: ... :...:...:...:. .
........... ........
....................�..
.............. ...:... ... :...
. .:...:... :...: .. .:... :.. .:...
..............:......
0
26
..;;.
21
24
ss
s
10
16
85
Boring terminated at 85 ft.
25
90
95
-75
30
100
-80
32
105
-85
34
110
-90
-95
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
ug HA = Hand Aer Sample
BS = Bulk Sample
M.
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.L Allan 118mION: h, Jr., Engin Ltd
aver Camp L
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
®
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 U
DEPTH TO WATER -INITIAL*: S 11.5 AFTER 24 HOURS: a _ CAVING> L
w
v
w
8
TEST RESULTS
Plastic Limit H Liquid Limit
>
a d
v a
a w
d w
Description
d
m
a d
E Z
a>
E 0
a °1
E
3t0
o
tw
❑ E
o
in
In 1-
in a
z
Moisture Content - •
N-Value -
5
10 20 30 40 50 60 70
8 inches of Topsoil
1
24
as
2
i
r
�.:..-[. [_.:...I._t...I
.6
Orangish brown, moist, Sandy Lean CLAY (CL), Medium Stiff
3
s
j .... .....................
/
20
Slightly mottled gray-orangish brawn, moist, Sandy Lean CLAY (CL),
Stiff
2
20
as
°
s
s
15
/
/:
5
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Medium Dense
3
20
ss
6
8
12
_ ..
j
j
Grayish brown, moist, Silty fine to medium SAND (SM), Loose to
Medium Dense
[
!!!!
4
21
ss
s
6
1
Trace Clay from 8 to 10 feet
6
9
:...
-
�:...:.
.....
5
18
SS
a
5
0
la.......
5
/ ............ ........
Orangish brawn and tan, moist to wet, Poorly Graded fine to medium:,
SAND (SP-SM) with trace Silt, Loose to Medium Dense
,: ii
!4iV '
6
6
ss
a
2
5
i ........
a+
2
10
4
7
20
ss
a
1oa+
15
j . .. t...................
15
l:ctl
i'a fi
10
.:.. :.. .:...:...:...:...
1 Y.tr
Gray, wet, Sandy Lean CLAY (CL), Very Soft
8
24
ss
o
1
1
..:...:...:...:...:...:...:...
6
20
23,
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel anc
Cemented Marine Shell Fragments, Medium Dense to Dense
0
33
j, ..
9
21
ss
10
1
6
21
14
/
/ _:...:._ :...:...:...:...
5
iiiii
10
23
ss
6
10
12
% ..:...:...........:...:...
-10
11
23
ss
9
6
M
-15
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
'
e
Notes: SS = Spin Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
-
BORING LOG
B-1 U
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
DEPTH TO WATER -INITIAL": $ 11.5 AFTER 24 HOURS: a CAVING> _L
o
w
r JE_
Q
g vaoa'o
Q
Description
12 N Z
N
N I-
.jTEST
m a
z
v
RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
40
trace Silt, Loose to Medium Dense
12
13
23
ss
e
9
24
31
48
54
10
10
12
—
j/ ...
j -
:
/
.
... ....... ....... .......
/
/
/
/19
/
.. ... : ...... ...:...... . ..
14
20
as
8
�4
-25
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Dense to Very Dense
... 14
20
as
7
16
6
0
iii li
-30
"' 15
17
as
27
13
55
1e
16
23
ss
21
26
zo
sc
-40
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Medium Dense
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Medium Dense
. ...
!;! 1
. ....
1
ss
45
5--
6
fi5
45-
18
....
24
as
4
6
7
70
24
65
5
a
75
: [ :::
55
Notes: SS = Spill Spoon Sample
ST =Shelby Tube Sample
HA = and Auger Sample
BS =Bulk Sample
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
®
warr.ar:e.�v.a.y
BORING LOG
B-1 U
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C,L Allan B3mION: th, Jr., eyor, Ltd
New
River Ca
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
DEPTH TO WATER -INITIAL`: S 11.5 AFTER 24 HOURS: a CAVING> L
O C
i y
w
V In
w w
o E
L
m d
o
Description
V
t,
d
E Z
rn
W y
E>
N
d
E a
in �-
N=
o
to a
z
g
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
24
S"
20
24
ss
6
n
13
18-"'
23
j/
...:...........................
..;.. -I...I ..: ... :...:... ...
-60
zs
:::;:
1
21
24
ss
a
6
2
Boring terminated at 85 ft.
-
28
-70
95
30
100
-80
32
05
4
110
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 1586.

GET
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C.Allan th, Jr.. Engineer -Surveyor, Ltd
L MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
PROJECT LOCATION:
®
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*: S 11.5 AFTER 24 HOURS: 4r- _ CAVING> L
o E
c
t
V
w
w a
m
m-
,
8
TEST RESULTS
Plastic Limit H Liquid Limit
�
g m
g m
Description
a
a d
a>
a w
3 1p
m
u
w
o E
o,
(87
n Z
n
n~
n a
-
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
9 inches of Topsoil
..,
2
0.75
1
24
ss
2
2
4
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Orangish brown and brown, moist, Clayey fine to medium SAND
'.....
z
(SC), Very Loose
.".. ..-.
2
20
as
2
4
.:...:.......:.......:...:...
6
8
�:------
j
5
Light gray and orangish brown, moist, Silty fine to medium SAND
ISM) with trace Clay, Loose
3
18
ss
3
s
2
12
--
j
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense,:,:
Xn:
r y
4
18
ss
6
6
8
5
i . .-
Tan and orangish brown, moist, Silty fine to medium SAND ISM) wit
' trace Clay, Loose
!_�
5
19
ss
z
3
10
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
Z. SM) with trace Silt, Medium Dense
l?:'?.
!x!r
Ajt!
6
17
ss
5
r
12
j . :...:- . . . .-
10
9
1
Tan, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Medium Dense
:.
,:4(1:
r!: t t
7
16
as
5
r
10
17
/
15
11
.. ..:.. .:...:.. .:...:...
I'Ftt
18
-
2
Gray, wet, Sandy Lean CLAY (CL), Soft
8
23
ss
2
+
3
..........:...:...:...:...:...
6
20
2
0
2
Light gray, wet, Silty fine to coarse SAND ISM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Dense
...
i
9
24
ss
6
+0
17
2
12
........ ...... .. ... .....
6
iii:i
13
...'"
:
10
23
as
6+
17
_
-
30
6
10-"---"--
........ ......... .............
10
-1
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
trace Silt, Loose to Medium Dense
:. ..:..
11
23
ss
6
5
35
Cemented Marine Shell Fragments from 33 to 35 feet
Greenish gray, wet. Silty fine to medium SAND(SM), Loose to
5
/
-15
Y
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®PROJECT
BORING LOG
B-1 1
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor. Ltd
LOCATION: MCAS New River Camp Lejeune, INC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
DEPTH TO WATER -INITIAL•: S 11.5 AFTER 24 HOURS: a CAVING> L
o
> y
w
t y
w y
o E
t
w`
t]
_
Description -
y
E Z
N
v a
E g
in
y
E 0,
N f-
N-
o y
F.
z
8
=
ap
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
12
40
Medium Dense
12
24
ss
7
6
14
14
23
53
45
12
11
14
"•
.
a.
j ..:...:...:...: _�;...;...
..... :...:...:...:...:...
'
.....:......:...�...�
a
13
23
as
5
7
a
45
-25
48
Light grey, wet, Silty fine to medium SAND (SM) with trace Gravel11
and Cemented Marine Shell Fragments, Medium Dense to Very
Dense
.....
.....
14
20
ss
12
26
50
15
20
ss
34
32
35
55
-35
18
16
18
as
21
12
60
.40
0
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray,wet, Silty fine to medium SAND(SM), Medium Dens
E iii
is
17
24
ss
e
6
65
-45
"'
18
24
as
5
B
70
-so
E iSii
19
0
ss
5
11
-55
Notes: SS = Split 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
BORING LOG
B-11
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-25-11
DEPTH TO WATER -INITIAL`: S 11.5 AFTER 24 HOURS: Tr _ CAVING> L
c i�i
>
sy wy
m
y _r
Description
u
E
E
w
3'p
o yd
to cL
m
zw,
TEST RESULTS
Plastic Limit H Liquid Limita
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
q
:::::
20
24
ss
12
20SEE
13
..:...:...:...:...:...:...:...
. .:...:. ..:...:.. .:...:...:...
-60
21
24
ss
6
a
2
85
-65
Boring terminated at 85 ft.
28
-70
95
-75
30
100
2
105
�5
d
110
90
95
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial am,ndwater reaction may not WOH - We,hl of Hammer
PAGE 3 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 Camp Leieune, NC PROJECT NO.: JX10-116G
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: it CAVING> L
V�
L`
L
0
w
dy-y
m
N=
�,
g
TEST RESULTS
Plastic Limit H Liquid Limit
> w
v w
W�
Description
M
E Z
E
E
g w
>
w
0 E❑
c7
m
N
m n
z
Moisture Content- e
N-Value -
10 20 30 40 50 60 70
4
4 inches of Topsoil
1
20
ss
2
5
.
20
Brown, moist, Silty fine to medium SAND (SM), Very Loose
z
. .................
Slightly mottled orangish brown -gray, moist, Sandy Lean CLAY (CL),
Medium Stiff2
21
ss
a
4
7
/:...-———
4
1236.E�
/
..:. o:...:...:...........
5
ray anorang
Gray ish brown, moist, Silty fine to medium SAND (SM)
with trace Clay, Medium Dense
3
18
as
e
5
14
�,..........:.......:...:...
15
Whitish tan, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense,;ia
n: n'
i
4
24
ss
e
9
15
. ......... .
Tan, moist to wet, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Loose to Medium Dense
�:� E+:
ra: t t
.....
5
17
ss
i
a
5
10
n:[r
!ittC
6
18
ss
j
6
.:...:. .:.. .:...:...:...:...
4
/
Tan, wet, Poorly Graded fine to medium SAND (SP-SM) with trace
Silt, Medium Dense
�j: t7.
'i:1 i t
7
16
as
4
6
6
12
..
5
I Y;It
8
/ ..:.. ....:...:...:...:...
1r
:l: t!
in c'r
.:
1
..:...:.. :.......: . ..:...:...
6
Dark gray, wet, Silty f ne to medium SAND (SM) with trace Clay, Ver
Loose
2
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel anc
Cemented Marine Shell Fragments, Loose to Medium Dense
;'
8
23
ss
1
1
2
17
..........:.......:...:...:...
:..
j
20
B
22
ss
5e
a
0
25
4
-5
7
..
..... ..............
. ..
" "
10
24
55
6
j
30
4
12
' ..:...:...................
j—:...I...:
-10
11
24
ss
5
a
35
10
.... ......................
Q
-15
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
':
6
Notes: SS = Splil Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
�f
B- .1 12
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
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*: S 11 AFTER 24 HOURS: a CAVING> L
c
4mta
My
p1E-:
a
o m
r= n
E
w y
>mo
0
w
R
ma
v
>>Moisture
o
Nc
ft
v
TEST RESULTS
Plastic Limit H Liquid Limit
Content- •
N-Value -
10 20 30 40 50 60 70
12
q
trace Silt, Medium Dense
12
13
.....
20
ss
7
8
13
16
3327
46
54
11
11
13
i
/ .:...
j
�:
j ...
i
: .
/ :...:...:...:... �: .._
j
-p
14
22
ss
s
9
q
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Dense to Very Dense
...
`:
[ 14
21
ss
12
21
1
50
15
17
ss
13
25
26
55
-35
18
16
19
ss
31
qi
18
60
-q
20
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
! 17
24
ss
s
6
7
65
-45
18
24
ss
5
r
2
70
-50
. ...: 19
24
ss
5
a
75
-55
Notes: SS = Split 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
BORING LOG
B- .1 1 Z
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: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gw h
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
DEPTH TO WATER -INITIAL': $ 11 AFTER 24 HOURS: S CAVING> t.
c
aC
1
> m
5
J JE-E
m
L
a w
m m
o
Description
U
a
O
W
a d
E Z
m
41 a
a o
E o
in
v
a a,
E
M
N=
3,2
oo
m n
_
m
z
00
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10203040506070
24
.....
20
24
ss
6
10
3
16
16
j .:. ..
.. :...:...:...:...:...
.... I...:...:...:...I...
..;...:...;. ...:...:....... :...
so
-60
�
21
24
ss
'
10
6
85
Boring terminated at 85 ft.
-65
28
90
95
75
100
-80
32
05
4
110
-90
95
Notes: SS = Spin Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 3 of 3 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: 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*: S 10 AFTER 24 HOURS: a _ CAVING> L
g
t
L
u
0
m—
0
y
m:
y
g
TEST RESULTS
Plastic Limit H Liquid Limit
',e J
n m
a w
Description
n
n c
o-
n u
3: 0
,e
w N
o E
o o
N z
E
N
m n
Z
v
Moisture Content- •
N-Value -
10203040506070
6 inches of Topsoil
1
.....
:::,:
1
21
ss
2
3
3
..:...:...:...:...:...:
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Orangish brown and gray, moist, Clayey fine to medium SAND (SC),
�.� ;;
a
Loose
......
2
20
ss
2
5
.:...:...:...:.. .:...:...:
a
9
�....:...:...:...:...:..
5
Gray and orangish brown, moist, Clayey fine to medium SAND (SC),.-.
Loose
... ...
3
17
ss
3
6
15
7
23
Tan, brown and orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
t'+: i).
�'� t'.
1
4
15
as
,�
12
rMl:
if(}
u; r1.
10
22
.....................
j
5
16
ss
E
ii
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Loose to Medium Dense
.W:: i
is c i
iia Y
�1
6
22
ss
g
3
�
5
.:...:...:...:...:...........
10
�
i
1:cl
7:tt
..:. ..:...: .. ........ ..
5
15
''•1:
�rol
7
/
1 A:tr
1'crt
Gray, wet, Clayey fine to medium SAND (SC), Very Loose
. .�._
8
21
as
3 2
1
3..:...:.
_:...:...:...:. _:...
6
20
2
a......
..:...:...:...:...:...:...:.. .
......
2
......
9
22
ss
2
t [[
6
7 7
Light gray to greenish gray, wet, Poorly Graded fine to medium
SAND (SP)with trace Silt, Loose to Medium Dense
.....
';;;}
10
24
ss
a
7
/ —-,
30
Gravel and Cemented Marine Shell Fragments from 33 to 35 feet
.....
'
a
16
............................
j_...:.�.:...;.. ..
-10
11
23
ss
a
a
Light gray to greenish gray, wet, Poorly Graded fine to medium
:i:{:
9
�/
-1
s-'"--"''---
s
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS =Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in ,general accordance with ASTM D 1586.

GET
BORING LOG
B-13
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
DRILLER: GET Solutions, Inc. LOGGEDBY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
DEPTH TO WATER -INITIAL`: s 10 AFTER 24 HOURS: a _ CAVING> -L
g c
Xi y
w 2
w
V I-E
o
v
❑
Description
g
41
E Z
w
E g
in
w
E
1n f—
o
m n
w$
i
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
4
SAND (SP) with trace Silt, Loose to Medium Dense
12
24
ss
e
11
16
31
59
77
19
10
12
•
/
/i
13
24
ss
6
10
10
45
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Very Dense
; j ;
14
24
as
23
a
13
16
50
-30
15
17
ss
2
4538
55
35
16
16
19
6s
3 0
60
-40
..:...:...:. ..:...
.
...........
... ..:...:...:
.
n
17
24
6a
y
10
65
-45
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Medium Dense_
M
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Medium Dense
. ....
....
18
24
ss
5
5
6
22
70
.50
. ....
:
19
24
66
7
10
75
-55
....
Notes: SS = Spld Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 of 3 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

GETPROJECT:
ce.awr-ue«a.-„m-nvd
BORING LOG
B-13
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 3-24-11
DEPTH TO WATER -INITIAL': V 10 AFTER 24 HOURS: a _ CAVING> t
c
g
1w
a m
o E❑
a v
Description
o
n
tT
m
a o
E Z
in
a
E o
N
w
a m
EH
a,m
3 10
o
n
v
,-',
z
g
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
-
... ..
20
24
as
7
9
15
/ .:...:...:...:-.:...:...
... ... ... ... .
// ..:.._:..,:-.....:..
. ....... ......................
26
. ..
,:
21
24
as
6
623
n
-65
Boring terminated at 85 R.
28
90
-70
95
-7
100
32
fl111
190
a
110
115
95
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 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: 21 MSL
BORING LOG
DRILLER: GET Solubons,Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
B-1 4
IDEPTH TO WATER -INITIAL": S 10 AFTER 24 HOURS: a CAVING> L
o
._
Y N
L
__
U
t
N
1
N
w
d y
VI
w$
0
N
TEST RESULTS
J
>yww0;!
d
E
a 01
Descri tion
P
E
d
z
E m
o
E
o `m
m
>
Plastic Limit H Liquid Limit
w
❑
0
O
y
in
I—
m a
z
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
8 inches of Topsoil
1
1
24
ss
2
3
. ..:...:. :...:...: .......:...
.6
Brown, moist, Clayey fine to medium SAND (SC), Very Loose
2
6
/....... .:...:...:...:...:_.
Orangish brown and gray, moist, Clayey fine to medium SAND (SC),�.-.
Loose
.....'
2
6
ss
2
4
4
12
% ..
5
Gray and orangish brown, moist, Silty fine to medium SAND (SM)
with trace Clay, Medium Dense
!
3
24
ss
e
6
8
14
Tan, brown and orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
4N".
4
19
ss
6
6
9
5
„ry
u: n.
5
15
ss
6
13
/ ..:.. :...:...:...:...
1OT7
Tan and light gray, wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Loose
1.rtr
6:ii
{' •'
6
12
ss
6
3
4
4
8
I . ....... ..:...:...........
to
4
al
1';:tt
txir
2
8
:...:...:...:...:
j'.. .:. ..:.. .. . .....:.......
7
13
ss
a
!Y.:C
i
11:I!
fp;l1:
]:F r l
..: .. .:...:. ..:.. .:...:...:...
6
5
%—
Orangish brown and gray, wet, Poorly Graded fine to medium SAND
(SP-SM), Very Loose to Loose
�?: r1.
r.ii
8
11
ss
6
3
so
;
e
I;I.II
;i dit4
9
8
ss
o
1
...............................
25
.i:i:I l'
]p:rt
..:.. .:. ..:...: .. .:. ..:... :...
:
....
a ar
x
' ...:.. .
28
Light gray to greenish gray, wet, Poorly Graded fine to medium
SAND (SP) with trace Silt, Loose to Medium Dense
` }
10
23
ss
6
4
3
7
/
Gravel and Cemented Marine Shell Fragments from 28 to 30 feet
'
4
10
-10
6
11
23
ss
a
10
/'..
3
Light gray to greenish gray, wet, Poorly Graded fine to medium
:S{.:
/
N
I]]
a
4
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
rr•oa�.,d•aar
BORING LOG
B-14
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: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
DEPTH TO WATER -INITIAL': V 10 AFTER 24 HOURS: a _ CAVING> _L
c
3
wQ
E
Q m
DQSCflptl00
c y
c' o
N z
a>
�°u0
y
a w
rn ~
3 m
m a
y
m
z
g
4
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
Z
4
SAND (SP) with trace Silt, Loose to Medium Dense
:: :: 12
13
.. ..
24
ss
6
10
14
46
62
48
1170
13
/
/
..... ... ............. .... .....
-
10/1 .. .:. ..:.. .:...
. .:. ..:...:-45
/
j ..:........... ... .......
14
24
ss
5
a
a
45
-25
Light gray, wet, Silty fine to medium SAND (with trace Gravel
and Cemented Marine Shell Fragments, Dense to Very Dense
� 14
24
ss
2
25
4
16
50
15
20
ss
Is
I
44
55
to
16
20
ss
6
60
40
20
17
24
ss
5
512
fi5
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
.;;.. 18
.....
24
ss
6
5
6
.....
19
iiiii
24
ss
6
7'
9
]5
-55
Notes: SS = Split 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.

GETPROJECT:
c..e�r•uo«e,a.W.ym,e
BORING LOG
.1
B- 14
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Leisure, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-24-11
DEPTH TO WATER -INITIAL': V 10 AFTER 24 HOURS: b CAVING> L
o�
> N
w
V N
a w
w w
o E❑
a m
a
Description
U
n
m
tj
W
a o
E Z
in
i.
a
E o
w o
W
a v
E
y
3 IO
o -y
m n
N
z
S
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
24
..
20
24
ss
6
y
it
16
16
� :...:...:._ :...:...
.
/
..:...:...:...:...:... ...:...
-60
26
21
24
ss
6
y
12
Boring terminated at 85 ft.
28
0
95
-75
30
W
105
85
a
110
-90
t
-95
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial am WOH - Weiahl of Hammer
PAGE 3 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
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
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: T _ CAVING> L
LQ
oax
TEST RESULTS
LimtPlastic Limit H Liquid
aDescription
Description
c'Q4+�m
W
0-�0-
no
znm
~
mZ1a
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
7 inches of Topsoil
—0.5diiii:
1
24
ss
5
6
/ ..:...:...:...:_ .:...:
Dark brown, moist, Silty fine to medium SAND (SM), Medium Dense
6
10
8
j r--��
4 �I
Orangish brawn, moist, Sandy Lean CLAY (CL), Stiff
2
18
ss
6
a
4
Orangish brown and light moist, Silty fine to medium SAND
e
15
5
gray,
(SM) with some Clay, Loose
![!
3
19
ss
4
8
---- -- '-- ..... ---
4
8
j .................:...:...:_
Gray and orangish brown, moist, Silty fine to medium SAND (SM),
Loose
:::
:.
4
18
as
3
B
3
7
j ............:...:...:...:...
Tan and brown, moist, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Loose
'I;� i i
n:rin'
;;,:
5
14
ss
e
4
10
10
Light gray, moist to wet, Poorly Graded fine to medium SAND (SP-
SM) with trace Silt, Loose to Medium Dense
1'oE ii
i x;v
6
15
ss
S
n
4
8
'...:. ..:...:. '...:
it
IA 11
+rtr
7
14
ss
n
8
/
�-
5
15
, ti•
'J a:tl
:I7
4
..... ... ..: ...:...:...:...
14fi
D:tr
..:...:... :...:. ..:... :...
i
6
t p;tr
8
11
ss
6
12
j .:...:...:...:...:...:..
0
6
20
J:I!}.I,.
4
xIr
2
Light gray and orangish brawn, wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Sllt, Loose to Medium Dense
.lr
n: rl.
??!! r
s
14
ss
s
6
4
9
.. - .
�. — :...:—.:...:...
-5
ITt1
B
rri!
i (it
10
21[ss
i
14
— -- —
-1
:cti
ii;rt
6
..:.. .:... :.. .:... :.. .:...
10
nit r
a:r.rt
+
17
..:.......:...:...:..
11
22
ss
10
1 ti
Nitl:
i:r• r I
..I .. .:. ..I...:.. '...:.. .:..
...... .........
0j
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
'
6
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
Hand Auger Sample
L=
= Bulk SampleehtfHammer
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
Lm`d.kJ-LMs.nW •IM6g
BORING LOG
B-15
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: 20 MSL
Solutions,DRILLER: GET
DRILL NG M THOD Rotary Wash "Mud" DATE:ED BY: 3 23 11 h
DEPTH TO WATER -INITIAL": $ 11 AFTER 24 HOURS: a _ CAVING> L
c
1O N
>
w
6 JE-E
o
aDescription
o
ww'
o
C7
w
E Z
rn
E g
N-Of
m
E
y-
o
m a
m
>
z
g
ttPlastic
TEST RESULTS
Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
q
trace Silt, Medium Dense
12
24
ss
a
8
14
19
28
38
94
100
11
17
12
......
:...:...:...:.......
j
/ -
/� :....
/
14
13
21
ss
a
13
-25
45
Light gray to gray, wet, Silty fine to medium SAND (SM) with trace
Gravel and Cemented Marine Shell Fragments, Medium Dense to
Very Dense
[ .....
[ :
14
23
as
13
15
24
10
15
17
ss
16
20
29
-35
55
wqs
16
S
16
18
ss
26
50
40
j j/
/
100
:... 1...;...' ,...:.......
�...: _.�...;... �...;......
.
j
.40
60
20
17
6
ss
505'
,
505
-45
65
:::::
Greenish gray, wet, Silty fine to medium SAND (SM), Medium DensE
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
T.T.
18
24
66
5
5
6
6
50
22
70
.....
19
24
88
5
>'0
15
-55
5
Notes: SS =Split 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
awwr.o.v•miar
BORING LOG
B-15
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
DEPTH TO WATER -INITIAL*: S 11 AFTER 24 HOURS: T _ CAVING> L
c
m
>
w
a J_E
o
wa
d
❑
Description
U
m
N
a o
E Z
rn
E
rn o212
m
E
w
3 fO
m a
o12
d
m
Z
g
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
...::
20
24
ss
5
12
16
19
15
a
....
..:... :... :... :... :... :... :...
60
26
.....
21
24
ss
6
a
13
-�
85
Boring terminated at BS ft.
28
ao
90
-75
9
80
100
3205
-85
C
-90
110
1
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 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: 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`: 4W� 10 AFTER 24 HOURS: a CAVING> t
c
5le
5wd
m
o
TEST RESULTS
Plastic Limit H Liquid Limit
12'2
>
a
3 fO
�,
0-E
0-Description
U�
to Z
to ~
m n
z
Moisture Content- •
to
N-Value -
10203040506070
7 inches of Topsoil
3
1
24
ss
6
1120
..-. .:...-..:—.:
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
6
j
Slightly mottled Orangish brown -light gray, moist, Sandy Lean CLAY
6
(CL), Stiff
2
24
as
6
12
/ ..:. .:...:...:...:...:...
6
11
M ..
/ :...: _.:...:...:...:...
5
Slightly mottled Light grayorangish brown, moist, Sandy Lean CLAY
(CL), Stiff
3
t7
ss
s
6
20
j
5
Tan, brown and orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
f
4
22
ss
y
11
�`
r3'. tl
j
12
y�tort.
g
5
17
ss
1
19
Light gray, wet, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Loose to Medium Dense
'I is i i
j?: �'!'
6
17
ss
i
2
510
r.....:,-—
d
:rll
I:I:t7
n:u
3
13
. .
/ ..:. :...:.......1... ...
:
7
18
ss
6
7
15
I A'tl
7
/
t +ar
it!
......... ._...... _..... _..
Yr.rt
1
Gray, wet, Clayey fine to medium SAND (SC), Very Loose
_...
8
22
ss
t
2
2
4
�..................:...:...:...
6
20
2
Brawn and gray, wet, Poorly Graded fine to medium SAND (SP-SM
with trace Silt, Loose
O: N
1i:�
2
6
/
. '
9
22
as
6
a
3
0
2
{ 1.r
lttr
:ert
5
+1tV
Light gray to gray, wet, Silty fine to coarse SAND (SM) with trace
Gravel and Cemented Marine Shell Fragments, Medium Dense
[
10
15
ss
7
e
t t
/ :.. • :...:...:... ...
/
30
3
14
/ :...:...:...:.......:.
-10
11
24
ss
6
...........................
.....
15
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with'
6
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GETPROJECT:
rw,a,m-c..«a..,m-nweq
BORING LOG
B-1 6
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
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
DEPTH TO WATER -INITIAL*: 4W� 10 AFTER 24 HOURS: T CAVING> L
o
'z J
W
V N
a w
o
V
a
o w
Description
o w
a a c
cE7 n z
d a
a>
N Of
y
'a ^�
m~
w
; io
m a
_
Z
oo
v
2PE
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
4
trace Silt, Loose to Medium Dense
' :::: 12
.. ..
.....
13
.. ..
c(
' 14
....
22
ss
5
10
16
23
46
52
39
10
11
.:...:
...............................
/
j j
j
/
..:...:... ...:.. .:...:...:...
/ ...... ;...;...:...
... ....... ...:...:. _;...
4
20
ss
a
s
.25'.:
22
ss
10
1
50
3
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Dense to Very Dense
15
17
ss
n
24
31
16
to
17
5a
24
26
30
60
20
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Dense
Greenish gray, wet, Silty fine to medium SAND (SM), Loose to
Dense
17
22
ss
12
27
42
65
iiiii
-0
18
24
ss
5
22
50
19
24
ss
5
7
10
75
-55
Notes: SS = SPlil 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
®
coa,:�c.a,....,m •,
BORING LOG
B-16
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C,L Allan BamfortI Ltd
S New River Camp L
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 22 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gw h
DRILLING METHOD: Rotary Wash "Mud" DATE: 3-23-11
DEPTH TO WATER -INITIAL*: $ 10 AFTER 24 HOURS: a CAVING> L
`o
> ywv,,_",
w 2
t JE-E
o
❑
Description
m
E ZPlastic
in
in
1n
m a
z
TEST RESULTS
Limil H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
24
. ....
20
23
ss
6
9
n
13
13
..:. .....:...:...:... :...
j
. ..........................
..:...:.. :...:...:...'; ...;...
pw
-sa
26
". .
...
21
24
ss
6
a
12
Boring terminated at 85 ft.
-65
28
90
-70
95
30
-75
100
-80
32
05
4
110
11
-95
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
'The initial croundwater BS = Bulk Sample
PAGE 3 of 3 Standard Penetration Tests were performed in the field m general accordance with ASTM D 1586.

Solutions, Inc.
Geotechnica( - Envimnmentat - Testing
[DRAFT]
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading
Area Addition, Stormwater Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
G E T PROJECT NO: JX12-11OG
August 30, 2012
Prepared for
M.A. Mortenson Company
700 Meadows Lane
Minneapolis, MN 55422
ATTN: Rob Oldham, P.E.
RECEIVE—'
JAN 0 S 2013
BY:
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
Q�
Gmtahnlwl • Eneimmtnml . Testing
TO: M. A. Mortenson Company
700 Meadow Lane
Minneapolis, MN 55422
Attn: Mr. Rob Oldham, P.E.
August 30, 2012
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
Dear Mr. Oldham:
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.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted, +�(H,GAR01 ,,s
G E T Solutions.
/�Inc. S� ,'�OQokessi ­tiIr
PE No.
Glenn W. Hohmeier, P.E. �F FN-INE��
Senior Project Engineerw�f
NC Reg. # 033529
Camille A. Kaftan, P.E. 2;aQ 9fv
Principal Engineer SEAL
NC, Reg. # 014103 olaloa
:9Qij :FyC I Nf ...... �P=
A.
415-A Western Boulevard . Jacksonville, NC 28546 . Phone: [phone] • Fax: [phone]
[e-mail]

TABLE OF CONTENTS
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
1.3 Purpose and Scope of Service..............................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................2
2.1 Field Exploration.................................................................................... 2
2.2 Laboratory Testing.................................................................................3
3.0 SITE AND SUBSURFACE CONDITIONS........................................................4
3.1 Site Geology..........................................................................................4
3.2 Subsurface Soil Conditions....................................................................4
3.3 Groundwater Information.......................................................................5
4.0 EVALUATION AND RECOMMENDATIONS...................................................5
4.1
Soil Permeability....................................................................................6
4.2
Structural Fill and Placement.................................................................7
4.3
Suitability of On -site Soils......................................................................7
4.4
Deep Foundation L-Pile Analysis (Parking Garage)...............................8
5.0 CONSTRUCTION CONSIDERATIONS...........................................................9
5.1 Drainage and Groundwater Concerns ................................................... 9
5.2 Site Utility Installation.............................................................................9
5.3 Excavations.........................................................................................10
6.0 REPORT LIMITATIONS.................................................................................11
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
BORING LOGS
APPENDIX III
GENERALIZED SOIL PROFILE
APPENDIX IV
HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX V
L-PILE ANALYSIS
APPENDIX VI
pH, RESISTIVITY, SULFUR AND CHLORIDE DATA
APPENDIX VII
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
rEIVE
J CAN Q 8 2013
LSY;�------

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition, Storm
Water Management and L-Pile Analysis, MCAS New River, Marine Corps Base (MCB)
Camp Lejeune, North Carolina. The geotechnical engineering services were conducted in
general accordance with the scope presented in G E T Proposal No. PJX12-102G.
Furthermore, these services were provided in conjunction with our previously completed
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 dated June 8, 2011.
Authorization to proceed with our subsurface investigation and geotechnical engineering
services was received from Mr. Jason Walton of M. A. Mortenson Company.
1.2 Project Location and Site Description
The project site is located within the MCAS New River, Camp Lejeune, North Carolina. The
construction at this site is planned to consist of building a storm water management facility
to service the proposed Hanger, Apron, Parking Garage, and Ordnance Loading Area
Addition.
The site is located within a recently cleared and partially wooded tract of land near the
intersection of Canal Street and Perimeter Road. The project site is gently sloping with
existing grades ranging from approximately 19 feet (MSL) along the southern perimeter to
about 25.5 feet (MSL) within the north central portion of the site.
The site is bordered to the north by a wooded tract of land followed by the active air station
flight line, to the south by existing MCAS New River facilities followed by Perimeter Road,
to the east wooded tract of land followed by the active air station flight line and to the west
by a large drainage Swale (from about 12 to 14 feet in depth) followed by Canal Street.
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 development.
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET ProjectNo: JX12-11 OG
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
performance, including existing fills, surficial/subsurface organics, or
expansive soils.
3. Soil preparation and construction considerations including grading, and
compaction, as well as providing Engineering criteria for placement and
compaction of approved structural fill material, including weather and
equipment effects. ,
4. 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.
5. L-Pile analysis for 12-inch square prestressed concrete piles for the piles
recommended in the project RFP Geotechnical Report (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 dated June 8, 2011). The results of the L-Pile analysis is presented in
Appendix V.
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. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general nature and composition of the subsurface soils at this site, a
total of six (6) 15-foot deep Standard Penetration Test (SPT) borings (designated as SIB-1
through SB-6) were drilled by G E T Solutions, Inc. within the limits of the proposed storm
water management basin area.
In addition, to aid in developing associated storm water management parameters, six (6)
saturated hydraulic conductivity tests (in -situ) were completed within the proposed storm
water management area at the boring B-1 through B-6 locations.
ECEIV '.
JAN 0 8 2013 GE®
BY:

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System 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 Plans" (Appendix 1), which was reproduced
based on the site plan provided by M.A. Mortenson Company.
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 D2488.
Twelve (12) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture and 4200 sieve wash testing and analysis, in order to
corroborate the visual classification. These test results are provided in the following table
(Table I — Laboratory Test Results) and are presented on the `Boring Log" sheets
(Appendix 11), included with this report. In addition, representative split spoon soil samples
were also selected and subjected to resistivity, pH, sulfur and chloride analysis. These test
results are tabulated on the following page in Table II and are also presented in the
Appendix VI of this report.
Table 1- Laboratory Test Results
Boring
No.
Sample
Type
Depth
(Feet)
Natural
Moisture
"�o
%
Passing
#200
Atterberg
Limits
LL/PL/PI
USCS
Classification
SBA .
Hand Auger
2
20.1
35.7
Not Tested
Sc
SB-1
Split Spoon
2-4
17.7
37.0
30/19/11
Sc
SB-2
Hand Auger
2
21.8
33.6
Non -Plastic
SM
SB-2
Split Spoon
4-6
15.3
44.8
Not Tested
Sc
SB-3
Hand Auger
2
18.6
40.1
Not Tested
SM w/ trace
Clay
SB-3
Split Spoon
6-8
1 8.3
9.4
Non -Plastic
SP-SM
SB-4
Hand Auger
2
12.5
38.8
Not Tested
SM
SB-5
Hand Auger
2
17.0
32.3
Not Tested
SM w/ trace
Cla
SB-5
Split Spoon
10-12
9.9
5.6
Non -Plastic
SP-SM
SB-6
Hand Auger
2
34.1
30.4
Non -Plastic
SM w/ trace
Clay
SB-6
Split Spoon
0-2
22.0
25.8
Non -Plastic
SM
SB-6
Split Spoon
4-6
9.1
6.6
Non -Plastic
SP-SM
i
Solu[Ions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705IP710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
Table II — Resistivity, pH, Sulfur and Chloride Test Results
Boring
Depth.
Resistivity
Sulfur
Chloride
USCS
Locations
(Ft)
(ohm -cm)
p H
(mg/kg)
(mg/kg)
Classification
SB-1, SB-2
SB 1 (2 4),
2080
5.8
226
15
Sc
SB-2 (4-6)
SB-1, SB-21
6-8
12500
4.9
<100
15
SP-SM, SM
SB-4
mg/kg — parts per million
3.0 SITE AND 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.
3.2 Subsurface Soil Conditions:
The results of our field exploration program indicated the presence of 1 to 2 inches of
topsoil at the soil boring locations. Beneath the surficial topsoil, the native subsurface soils
recovered at the boring locations and extending to the boring termination depth of 15 feet
below current grades, generally consisted of SAND (SP-SM, SM, SC) with varying amounts
of Silt and Clay. The Standard Penetration Test (SPT) results, N-values, recorded within
the granular soils ranged from 3 to 38 blows -per -foot (BPF), indicating a very loose to
dense relative density.
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 II) 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.
ECEOVEj
JAN 0 8 2013
5y:
Soludons,lnc.'

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
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 about 9.0 to 13.0 feet below the
existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6
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 at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 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 SHWr.
However, color distinctions (from orangish brown and tan to light gray and orangish brown;
tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth
was estimated to occur at approximately 4 feet (borings SB-1 through SB-6) 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 to 3 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.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on 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, we
request the opportunity to review our recommendations and make any necessary changes.
-. 5
GET

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705IP710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
4.1 Soil Permeability
Six (6) infiltration test boreholes were prepared (boring locations SB-1 through SB-6)
utilizing a planer auger to remove soil clippings from their base. Infiltration testing was
performed at.a depth corresponding to an elevation of approximately 2.0 feet below the
existing site grades at the boring locations. Infiltration testing was then conducted within the
vadose zone utilizing a Precision Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to the borehole. 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 Ke
utilizing the Glover Solution.
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils is
tabulated on the following page (Table I 11) and is presented on the "Hydraulic Conductivity
Worksheef' (Appendix IV), included with this report.
ECEIVEi GET
JAN 0 8 2013
BY:

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
Table III — Infiltration Test Results
Infiltration Test
Test
Depth
(feet)
4200
Sieve
(%)
Classification
Hydraulic
Conductivity
cm/sec
in/hour
cm/sec
SBA
2
48.6
SC
0.134
9.43E-05
S13-2
2
21.8
SM
5.334
3.76E-03
S13-3
2
31.6
SM w/trace Clay
0.082
5.80E-05
S134
2
17.1
SM
3.359
2.37E-03
SB-5
2
32.9
SM w/trace Clay
0.139
9.80E-05
S13-6
2
34.1
SM w/trace Clay
0.867
6.12E-04
4.2 Structural Fill and Placement
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, SP-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.
4.3 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SP-SM, SM) soils
encountered at the boring locations (beneath the topsoil) appear to meet the criteria
recommended in this report for reuse as structural fill. The Clayey SAND (SC) soils do not
appear suitable for reuse as structural fill; however, these soils may be used as fill in green
areas. Additionally, it is anticipated that any soils excavated on -site and proposed to be re-
used as backfill, will require stockpiling and air drying in order to establish a moisture
content suitable for compaction. Soil deposits excavated at the site and noted to contain
significant amounts of organics should not be used as fill and/or backfill within the proposed
construction 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.
7 GET .

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
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.
4.4 Deep Foundation L-Pile Analysis (Parking Garage)
The lateral analysis for the precast prestressed concrete piles (SPPC) was conducted using
L-Pile Plus, a computer software package by ENSOFT, for the parking garage structure
foundation as recommended in our 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 dated June 8, 2011). The software requires as input, quantitative data
related to strength and deformation behavior of the subsurface materials, the structural
properties of the pile, and an understanding of shaft/soil interaction during lateral loading.
Soil properties and maximum axial and tensile loading conditions were obtained from the
soil strata as indicated in the borings B-1 through B-8 (boring B-7 was used as worst case
scenario) and our SPPC pile recommendations as presented in our June 8, 2011 report.
The program calculates the lateral deflections, internal moment forces and internal shear
forces experienced by a pile subjected to the specific loading conditions. The program
does not analyze whether the pile is structurally capable of resisting the moments and
shear stresses generated. This analysis should be performed by the project structural
engineer. The L-Pile analysis is attached to this report (Appendix V). Also included are the
shear and moment diagrams.
The following load cases were analyzed using L-Pile Plus:
Load Case 1: Free head condition, no axial load, 4 tons lateral load
Load Case 2: Fixed head condition, no axial load, 4 tons lateral load
Load Case 3: Free head condition, maximum axial load (90 tons), 4 tons lateral load
Load Case 4: Fixed head condition, maximum axial load (90 tons), 4 tons lateral load
Load Case 5: Free head condition, maximum tensile load (30 tons), 4 tons lateral load
Load Case 6: Fixed head condition, maximum tensile load (30 tons), 4 tons lateral load
Load Case 7: Free head condition, maximum axial load (90 tons), lateral load to induce
1 inch deflection
Load Case 8: Fixed head condition, maximum axial load (90 tons), lateral load to
induce 1 inch deflection
EGEI E .
JAN 0 8 2013
So�atioru, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
Based on the typical SPPC piles available in this area, we have made the following
assumptions:
• Compressive strength of concrete = 6000 psi
• Maximum coarse aggregate size = 0.75 inches
• Four 0.5-inch diameter Grade 270 ksi Lo-Lax reinforcing strands with a 2.375
inch cover
• Fraction of loss of pre -stress = 20%
• Pile butt at grade elevation
Based on the L-Pile analysis using the above information, an allowable single pile lateral
design capacity of 3.5 tons may be used for 1-inch deflection (free head condition — Load
Case 7) and 8.0 tons may be used for 1-inch deflection (fixed head condition — Load Case
8). The actual condition in a pile cap is somewhere between a fixed head and a free head
condition. Therefore, the structural engineer should determine where that condition lies,
and the associated allowable lateral capacity. It is noted that a substantial decrease in pile
penetration length will reduce the allowable lateral pile capacity. Essentially, the values
indicated herein will be acceptable for minimum pile penetration below pile butt cut-off of
about 45 to 50 feet. Batter piles will substantially increase lateral capacities.
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 likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
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.
5.2 Site Utility Installation:
The base of the utility trenches should be observed by a qualified inspector priorto the pipe
and structure placement to verify the suitability of the bearing soils. Based on the results of
our field exploration program it is expected that the utilities and structures located at depths
greater than about 9 feet below current grades may bear in wet, loose sandy soils. In these
instances the bearing soils will likely require some stabilization to provide suitable bedding.
9 GET

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705IP710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
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.
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
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.
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.
10 Il—Elvi
e�'IJCAN 0 8 2013 GET
iiY'

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Stone Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
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 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, G E T Solutions, Inc.
should be notified immediately to determine if changes in our 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 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 the Client and their consultants for
the specific application to the proposed P705/P710 Hangar, Apron, Parking Garage, and
Ordnance Loading Area Addition Storm Water Management and L-Pile Analysis Project
located within the MCAS New River Camp Lejeune, military installation in North Carolina.
11
solutions. Inc

APPENDICES
BORING LOCATION PLAN
BORING LOGS
III GENERALIZED SOIL PROFILE
IV HYDRAULIC CONDUCTIVITY WORKSHEETS
V L-PILE ANALYSIS
VI pH, RESISTIVITY, SULFUR AND CHLORIDE DATA
VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
ri�:IVE
JAN 0 8 2013
BY:

APPENDIX II
BORING LOGS
In
EC;EiVE
JAN 0 8 M3
BY:,--`

GETPROJECT: P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
em.,nwr.u.e.s.u..a.roQ BORING LOCATION: N 352197.5797: E 2464149.6893 SURFACE ELEVATION: 21.0 MSL
DRILLER: Mid -Atlantic
qwh
BORING LOG DRILL NG METHOD: Drilling Rotary Mud Wash Drilling DATE:ED BY: 8-8 12
SBA .1 1 DEPTH TO WATER - INITIAL*: $ 10.0 AFTER 24 HOURS: d CAVING> L
ii r P L o m w m 52 TEST RESULTS
a w a w n d a to m a Plastic Limit H Liquid Limit
N gj' E �j' m Description m E Z E {I E F -y )
w tj '� '� to a z e Moisture Content - •
N-Value-
i 1 inch of Topsoil
0.08
Brown, moist, Silty fine to medium SAND ISM), Very Loose
Orangish brown and tan, moist, Clayey fine to medium SAND
(SC), Loose
Estimated SHWT @ 4 feet below existing grade
4
Light gray and orangish brown, moist, Silty fine to medium SANE
ISM) with trace Clay, Medium Dense
e
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Sift, Medium Dense
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
L
Boring terminated at 15 R.
1 ss 2 3
2
4
2 ss 5 6
N
25
4 I I as I 110 I22
5 as 6 15
8
5
6 1 ss 1 15
7 1 1 55 1 15 1 26
Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA - Hand Auger Sample
R9 = Rul4 Samob

GETPROJECT:
nua�r.m.u.n..�.w.masr
BORING LOG
��ff
SB-L
P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 352104.104; E 2464199.9573 SURFACE ELEVATION: 24.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: 8-8-12
DEPTH TO WATER - INITIAL`: g 13.0 AFTER 24 HOURS: 4F CAVING> L
c
o
Wnr
n
O E
asi
m w
O
Description
0
a
v
a d
N Z
a�
a
IO
m n
ar
m
Z
4y�
u
aR
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value-
10 20 30 40 50 60 70
3--�--+—
a
8
21
26
8
14
1.
41
2 inches of Topsoil
.
1
ss
3
1
.1
Brown, moist, Silty fine to medium SAND (SM) with little Clay an
Organics, Very Loose
-
I
I_....._..-_....
---�-
:::::
2
ss
a
s
2
3
z
Grayish brown and tan, moist, Silty fine to medium SAND (SM),
Very Loose
Estimated SHWT @ 4 feet below existing grade
s
Z. .2
;
3
4
5
ss
ss
as
3
5
7
5
13
1015
1
1za
---•--
Light gray and brown, moist, Clayey fine to medium SAND (SC),
Loose
--—:--r—�—:
ITan and light gray, moist, Silty fine to medium SAND (SM) with
Vace Clay, Medium Dense
J
o,.
l:c t t
-+:t r
n.rr
,•,.;,.
7;ert
ijf C m'
I i
rr.rr
,:,:; .
10
Tan and orangish brown, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Sift, Medium Dense
Orangish brown and light gray, we, Poorly Graded fine to����
medium SAND (SP-SM) with trace Silt, Medium Dense
6
as
"
4
4
-- -- -
7
ss
4
10
1015
10
Boring terminated at 15 ft.
20
i i i i i
0
8
F--F--'—ti—i--i,.—.
30
10
-10
_
la'_
Notes:
i 1 SS = Split Spoon Sample
JAN 0 8 2013 ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in generalRV .

GETPROJECT:
tmrarr.udwmmu.arnq
BORING LOG
S B-3
P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., St. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 352005.5877: E 2464349.7367 SURFACE ELEVATION: 23.0 MSL
Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE:8-8 12
DEPTH TO WATER - INITIAL': $ 12.0 AFTER 24 HOURS: S CAVING> -L
C� U
w
—-
a
n w
CSD25CfIpt100
u
n
y
d
z
er
y
�'
to
Mna
0
m
z
R
iae
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
14
10
10
18
16
38
34
31.E
9.a
2 inches of Topsoil
f
1
as
s
�
8
.1
Brown and tan, moist, Silty fine to medium SAND (SM) with trace
Organics, Medium Dense
29
.....
2
as
z
a
Orangish brown and tan, moist, Silty fine to medium SAND (SM)
with trace Clay, Loose
Estimated SHT @ 4 feet below existing grade
W
!---�-1
;�;'�
3
ss
4
a
s
/
t
Light gray and orangish brown, moist, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose
'I;; i
rr.[1:
I,rt
4
as
8
9
1e
1s
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense
Orangish brown and tan, moist, Poorly Graded fine to medium:
SAND (SP-SM) with trace Silt, Medium Dense
�Lil
5
as
a
11
- -- -
„'t i
;.':; l:
Y[r
I I�IP
-jxl[
14�
D1r
6
as
si
25
1
Orangish brown, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Dense
n
--
7
as
9
15 19
19
is
Boring terminated at 15 ft.
'
I
5
20
i
8
i
i
i
-
r�
i
i
30
10141
-10
Notes: ' SS = Split Spoon Sample
.,.i ST= Shelby Tube Sample
t HA= Hand Auger Sample
BS - Bulk Sample
PAGE 1 of 1 Standard Penetra6on Tests were performed in ft field in general accordance with ASTM D 1586.

GET
rr.uw-,..,w•a.+m
BORING LOG
SB-4
PROJECT: P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. VW Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 351905.5260: E 2484470.4197 SURFACE ELEVATION: 21.0 MSL
DRILLER: Mid -Atlantic gwh
DRILLING METHOD: Drilling LOGGED BY: Rotary Mud Wash Drilling DATE:8-8-12
DEPTH TO WATER - INITIAL': & 10.0 AFTER 24 HOURS: 3 CAVING> -L
c
rn
a I-E
Q
o w
L]
Description
U
aa
W
y Z
w
to
m e
v
2am
z
Q
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value-
10 20 30 40 50 60 70
5
8----'t
15
16
14
B
23
7.
zo
2 inches of Topsoil
1
1
ss
2
3
Brown and tan, moist, Silty fine to medium SAND (SM) with
some Clay and Organics, Loose
'T—•—•---
2
ss
3
5
5
2
Tan, moist, Silty fine to medium SAND (SM), Loose
Estimated SHWT @ 4 feet below existing site grade
s
[7:t1.
.t:Ccr
1"tl
lr. cl.
.Ctr
3
as
7
7
8
s
' 1
i---"-+--j-
15
Li ht gray and tan, moist, Poorly Graded fine to medium SAND
9 9 Y Y
(SP-SM) with trace Silt, Medium Dense
4
ss
7
a
7
--
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM')
with trace Silt, Medium Dense
rr[1:
+:i: r'
5
as
7
7
7
- -
10
1
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
!1J:1:
.f" t [
j q: j'L:
11'
:f[
?`f?
!7?P
6
ss
a
<
7
4•-4--i--
f-•-•--I-
7
ss
10
��
13
Boring terminated at 15 ft.
j-----i----�--*-
20
8
_
-5
30
10
-10>—i—i—;—t—;
35
.15
-. . .
Notes.
.............. .....
JAN 0 8 2013 SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
U BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in genera accordance with ASTM D 1586.

GETPROJECT:
P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortensen Company
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
�..r�ar•o-r..®.+•o pr
BORING LOCATION: N 351776.6650: E 2464586.9269 SURFACE ELEVATION: 22.0 MSL
BORING LOG
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: 8-8-12
SB-5
DEPTH TO WATER • INITIAL•: V 11.0 AFTER 24 HOURS: S CAVIl -L
o
y
m
d
m
to
Q
TEST RESULTS
JE
Description
n
Z
Plastic Limit H Liquid Limit
g
F
in a
Z
v
Moisture Content -•
N-Value-
10 20 30 40 50 60 70
1 inch of Topsoil
2
i
1
ss
2
a
20
Brown and tan, moist, Silty fine to medium SAND (SM) with trace
Clay and Organics, Very Loose
[ ;
z
2.
--�
2
2
ss
3
5
Tan and orangish brown moist, Silty fine to medium SAND (SM)
!—r+—�--
with trace Clay, Loose
3
5
Estimated SHWT @ 4 feet below existing site grade I1.1ie,
pr
OwCo -
3
ss
a
12
I
;
2
4
iaci
i+ i'l
1
Light gray and tan, moist, Poorly Graded fine to medium SAND
5
-- —
1s
(SP-SM) with trace Silt, Medium Dense
4
ss
s
16
'"•"
oaf
s
1
—
}ii
5
ss
1
s
13
— — --
A:rf
22
5.6
1 o
Tan, moist to wet, Poorly Graded fine to medium SAND SP-SM
with trace Sift, Medium Dense
.
�;! r•
6
ss
a
12
r i.ii
16
1
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
.•..
r3111'
hi r F
T
ss
2
a
18
30
1
8
Boring terminated at 15 ft.
s
20
i
i
25
5
i
i
30
10
-10
i—i--i---�—�—i
i
35
i
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.

GET
r•oa..�„u.n.a4
BORING LOG
SB-G
PROJECT: P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-11OG
BORING LOCATION: N 351667.3984; E 2464716.9028 SURFACE ELEVATION: 20.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: B-8-12
DEPTH TO WATER - INITIAL`: $ 9_0 AFTER 24 HOURS: a _ CAVING> -L.
o
wN
n
L I-E
a`w
,ate:
Description
V
IX
w
a d
z
m
n
n
m
m a
m
z
$2
u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value-
10 20 30 40 50 60 70
7
11
11e
910
21
14
6.6
1 inch of Topsoil
1
3
Brown and tan, moist, Silty fine to medium SAND ISM) with trace
Clay and Organics, Very Loose
2
ss
3
3
4
4
Tan and orangish brown moist, Silty fine to medium SAND (SM)
with trace Clay, Loose
Estimated SHWT @ 4 feet below existing site grade
/
15
5
ltl
- F
3
55
5
5
7
___ __ _
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Sift Medium Dense
ti:ii.
]a:cr
n: n:
•�;�: t i
Li: il.
o:N.
'l:I:t t
xcl
b r.1
lea[
i....
ix }:
4
ss
a
5
7
Tan and orangish brown, moist to wet, Poorly Graded fine to
edium SAND (SP-SM) with trace Silt, Loose to Medium Dense
1
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
5
6
ss
ss
5
4 5
8
10
11
12
—
in
I i
_
7
ss
5
14
a
-- —
5
15
Boring terminated at 15 ft.
0
20
8
- —
.10
30
10
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
-The initial BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were perfomred in the field in general accordance with ASTM D 1586.

2s
zs
32
t
11
3)
]5
g
2 2 NM=16.5
2 2
23
22
1,
2 1 NM=1 B,fi
2 2
22
88
]]
Sm
20
20
5]
2J
2]
4 3 NM=20.1
NM=15.3
J J
3 0 NW125
NM=22
5 10
.1;1: (t
i 5
3 3 NM=19.9
LLb
4 12 fM'11
B 9
) )
1314
..
'L'1:[J.
911
:I :I:CI
B9
•LV
N1t83
,h1
J7[
57
561013
5i•I;hL
'I
1
1312
15
15
11,1
J[6C L!
••
B11
-h i:(i•
B)
•1:I...
•....
_
h'1:
•L'1;[J.
64
.1:fCi
7;1:[CI
:I tl
rCl'.L1:
)]
67
...
:I :I:CI
65
67
1 LI[Cr
pg
1:I,C1
11
qJ: 11
1517
...
))
{CI[i}1
1)I: h•I'
h 1.1 i•
)B
:I J:t1
r.l:Cl:
2125
%7:[).
))
-1 :I:Lf
1 ....
•
i -I•C 1
LI�CH
-1:1:C�
121
416
H-1,{•
5a
58
b
—
58 —
Bi F'L'J;fl.
='I
—..:
]i _
;I :I:hI
r1...
1,11,49.9
�
q.l:hl
•I; hl
tir
V
912
L I: r 3.1
1010
..
�LiU. V
�]
...
10 O
Ff0
•J:FC L!
•I-1.C1
:I •I;C7
1919
1•I:C LI
•.
'I'1•FI
1.-
111
'L'J; [J.
f1:C1:
.. ,2u
!]:L
JI?[L!
m
w
••I i
.I:f.Li
'L-l: U. 1618
.1:CL1
•�
'iri'i
�:1:;
ra: n:
5
3
0
0
�
3
Strata symbols
Topsoil
El
GET Solutions, Inc.
Silty Sand
GENERALIZED SOIL PROFILE
H n[4 DRAWN BY/APPROVED BY DATE DRAWN
Clayey Sand
8127/2012
scuE I- wh
P705/P710 Hangar, Apron, Park. Garg., & Ord.
Poorly graced
Sand
with Silt
Load. Area Add., Str. Wtr. Mana . & L-Pile
FIGURE NUMBER
PROJECT NO. JX12-110G

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MICAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-1
Date .............: 8/19/2012
Ksat' Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dla..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Raid. r : 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=o[sinh-1(H/r)-(r2/H2+1).5+r/H]I(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
In/hr
1t/da
120
_
9:50:00 AM
110
10
9:50:08 AM
00008
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
100
10
9:50:25 AM
0:00:17
0.28
35.29
0.011
1.86E-04
16.1
0.263
0.53
90
10
9:51:16 AM
0:00:51
0.85
11.76
0.004
6.20E-05
5.4
0.088
0.18
80
10
9:52:33 AM
001:17
1.28
7.79
0.002
4.10E-05
3.5
0.058
0.12
70
10
9:53:58 AM
0:01:25
1.42
7.06
0.002
3.72E-05
3.2
0.053
0.11
60
10
9:55:22AM
001,24
1.40
7.14
0.002
3.76E-05
3.2
0.053
0.11
50
10
9:56:23AM
001,01
1.02
9.84
0.003
5.18E-05
4.5
0.073
0.15
40
10
9:57:31 AM
0:01:08
1.13
8.82
0.003
4.65E-05
4.0
0.066
0.13
30
10
9:58:35 AM
0:01:04
1.071
9.38
0.003
4.94E-05
4.3
0.070
0.14
20
10
10:00:01 AM
0:01:26
1.431
6.98
0.002
3.67E-05
3.2
0.052
0.10
tural Moisture: 20.1%
% Passing #200 : 48.6%
ESTIMATED FIELD KSAT:
0.006
9.43E-05
8.1
0.134
0.27
CS Class.: SC
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class Moderately Low
Structure/Fabric: NA
Slo a/Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
• Parking Garage, and Ordnance
Loading Area Addition - Storm
• Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-2
Date .............: 8/1912012
Ksat : Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : - 8.3 cm
WCU Susp. Ht S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r): 4.15 cm
Const Wtr. Ht H: 30.2 cm
Kmt =0(sinh-1(H/r)-(r2/H2+1).5+r/HI/(2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse Time
Flow Rate Q
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
In/hr
Mda
2800
10:15:00 AM
2700
100
10:15:07 AM
0:00:07
0.12
857.14
0.271
4.51 E-03
390.0
6.397
12.79
2600
100
10:15:15 AM
0,00,08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2500
100
10:15:23 AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2400
100
10:15:32 AM
0:00:09
0.15
666.67
0.211
3.51 E-03
303.3
4.976
9.95
2300
100
10:15:42 AM
0:00:101
0.171
600.00
0.190
3.16E-03
273.0
4.478
8.96
2200
100
10:15:51 AM
0:00:09
0.15
666.67
0.211
3.51 E-03
303.3
4.976
9.95
2100
100
10:15:59 AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2000
- 100
10:16:08AM
0:00:09
0.15
666.67
0.211
3.51E-03
303.3
4.976
9.95
1900
100
10:16:16 AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
1800
100
10:16:24 AM
0100,08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
1700
100
10:16:32 AM
0100,08
0.13
750.00
0.237
3.95E-031
341.2
5.5981
11.20
1600
100
10:16:41 AM
0:00:091
0.15
666.67
0.211
3.51E-03
303.3
4.976
9.95
1500
100
10:16:50AM
0:00:09
0.15
666.67
0.211
3.51E-03
303.3
4.976
9.95
Natural Moisture: 16.5%
% Passing #200 : 21.8%
ESTIMATED FIELD KSAT:
0.226
3.76E-03
325.1
5.334
10.67
USCS Class.: - SM
Consistency: Very Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slo /Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Panting Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-3
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring De th.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. HL H: 30.2 cm
Kwt = Q[sinh-l(H/r) - (r2/H2+1).5 + r/Hl / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min a/b
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)-
in/hr
ft/da
120
-
9:00:00 AM
-
-
110
10
9:00:43 AM
0,00,43
0.721
13.95
0.0041
7.35E-05
6.3
0.104
0.21
100
10
9:01:32 AM
0+0049
0.82
12.24
0.0041
6.45E-05
5.6
0.091
0.18
90
10
9:02:24 AM
0:00:52
0.87
11.54
0.004
6.08E-05
5.2
0.086
0.17
80
10
9:03:16 AM
0:00:52
0.87
11.54
0.004
6.08E-05
5.2
0.086
0.17
70
10
9:04:12 AM
0:00:56
0.93
10.71
0.003
5.64E-05
4.9
0.080
0.16
60
10
9:05:07 AM
0:00:55
0.92
10.91
0.003
5.74E-05
5.0
0.081
0.16
50
10
9:06:12 AM
0:01:05
1.08
9.23
0.003
4.86E-05
4.2
0.069
0.14
40
10
9:07:05 AM
0:00:53
0.88
11.32
0.004
5.96E-05
5.2
0.0841
0.17
30
10
9:08:07 AM
0:01:02
1.03
9.68
0.0031
5.10E-05
4.4
0.072
0.14
20
- 10
9:09:14 AM
0:01:07
1.12
8.96
0.003
4.72E-05
4.1
0.067
0.13
Nptural Moisture: 18.6%
% Passing #200 : 31.6%
ESTIMATED FIELD KSAT:j
0.003
5.80E-05
5.0
0.0821
0.16
USCS Class.: SM w/trace Clay
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately Low
Structure/Fabric: NA
Siope/Landsc: NA
IDepth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-4
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Sus . Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
Const Wtr. HL H: 30.2 cm
Kwt =Q[sinh-1(H/r)-(r21H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:seca/
Elapse Time
Flow Rate Q
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec
cm/da
in/hr
ft/da
3200
10:58:00 AM
3100
100
10:58:09 AM
0:00:09
0.15
666.67
0.211
3.51 E-03
303.3
4.976
9.95
3000
100
10:58:20 AM
0:00:11
0.18
545.45
0.172
2.87E-03
248.2
4.071
8.14
2900
100
10:58:30 AM
0:00:10
0.17
600.00
0.190
3.16E-03
273.0
4.478
8.96
2800
100
10:58:43 AM
0:00:13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2700
100
10:58:56 AM
0:00:131
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2600
100
10:5910 AM
0:00:141
0.23
428.57
0.135
2.26E-03
195.0
3.199
6.40
2500
100
10:59:24 AM
0:00:14
0.23
428.57
0.135
2.26E-03
195.0
3.199
6.40
2400
100
10:59:39 AM
0:00:15
0.25
400.00
0.126
2.11 E-03
182.0
2.985
5.97
2300
100
10:59:54 AM
0:00:15
0.25
400.00
0.126
2.11 E-03
182.0
2.985
5.97
2200
100
11:00,10AM
0:00:16
0.27
375.00
0.118
1.97E-03
170.6
2.799
5.60
2100
100
11:00:26 AM
0:00:16
0.27
375.00
0.118
1.97E-031
170.6
2.7991
5.60
2000
100
11:00:42 AM
0:00:16
0.27
375.00
0.118
1.97E-03
170.6
2.799
5.60
1900
100
11:01:00 AM
0:00:181
0.30
333.33
0.105
1.76E-03
151.7
2.488
4.98
Natural Moisture: 12.5%
% Passing #200 : 17.1%
ESTIMATED FIELD KSAT:j
0.142
2.37E-03
204.8
3.3591
6.72
USCS Class.: SM
Consistency: Loose
Depth loan Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA

-KA
G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-5
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht h: 15.0 cm
H: Constant height of water in borehole
Boring Dla..... : 8.3 cm
WCU Sus . Ht S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. (r): 4.15 cm
Const Wtr. Ht H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
in/hr
ft/da
120
11:11:00 AM
110
10
11:11:25 AM
0,00:25
0.42
24.00
0.008
1.26E-04
10.9
0.179
0.36
100
10
11:11:53 AM
0,0028
0.47
21.43
0.007
1.13E-04
9.7
0.160
0.32
90
10
11:12:23 AM
0:00:30
0.50
20.00
0.006
1.05E-04
9.1
0.149
0.30
80
10
11:12:55 AM
0:00:32
0.53
18.75
0.006
9.87E-05
8.5
0.140
0.28
70
10
11:13:29 AM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
60
10
11:14:05 AM
0:00:36
0.60
16.67
0.0051
8.78E-05
7.6
0.124
0.25
50
10
11:14:40 AM
0:00:35
0.58
17.14
0.005
9.03E-05
7.8
0.128
0.26
40
10
11:15:14 AM
0:00:34
0.571
17.65
0.006
9.29E-05
8.0
0.132
0.26
30
10
11:15:50 AM
000:36
0.601
16.67
0.005
8.78E-05
7.6
0.124
0.25
20
10
11:16:27 AM
0:00:37
0.621
16.22
0.005
8.54E-05
7.4
0.121
0.24
w
O tural Moisture: 17.0%
% Passing #200 : 32.9%
ESTIMATED FIELD KSAT:
0.006
9.80E-65
8.5
0.139
0.28
' CS Class.: SM w/trace Clay
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: N
Slo Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parlong Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
'
Terminology and Solution
Boring No......: S"
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
investigators.: J. Huber, D. Huber
File No.........: JX12-11 oG
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Kset=0[sinh-1(H/r)-(r2/H2+1).5+r/H]/ (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
- Ksat E uivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
in/hr
fUda
120
11:29:00 AM
110
10
11:29:04 AM
0,0004
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
100
10
11:29:08 AM
0,00,04
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
90
10
11:29:12 AM
0,0004
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
80
10
11:29:17 AM
0:00:05
0.08
120.00
0.038
6.32E-04
54.6
0.896
1.79
70
10
11:29:22 AM
0:00:05
0.08
120.00
0.038
6.32E-041
54.6
0.896
1.79
60
10
11:29:28 AM
0:00:06
0.10
100.00
0.032
5.27E-04
45.5
0.746
1.49
50
10
11:29:34 AM
0:00:06
0.10
100.00
0.032
5.27E-04
45.5
0.746
1.49
40
10
11:29:41 AM
0:00:07
0.12
85.71
0,027
4.51E-04
39.0
0.640
1.28
30
10
11:29:48 AM
0:00:07
0.12
85.71
0.027
4.51 E-04
39.0
0.640
1.28
20
10
11:29:54 AM
0,00,06
0.10
100.00
0.032
5.27E-04
45.5
0.746
1.49
Natural Moisture: 19.8%
% Passing #200 : 34.1%
ESTIMATED FIELD KSAT:
0.037
6.12E-041
52.81
0.8671
1.73
USCS Class.: - SM w/traceClay
Consistency: Loose
Depth loan Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: N
S[opelLandsc: NA
IlDepth to Bedrock ...................: NA

Gr79��U7E��l
L-PILE ANALYSIS
ECEIVE
JAN 0 8 1013
EY:

SPPC Piles.lp6o
LPile Plus for windows, version 6 (6.0.28)
Analysis of Individual Piles and Drilled Shafts
Subjected to Lateral Loading using the p-y Method
0 198S-2011 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is licensed to:
GET Solutions, Inc.
Virginia Beach, VA
Serial Number of Security Device: 364296623
Company Name Stored in Security Device: GET Solutions, Inc.
--------------------------------------------------------------------------------
Files used for Analysis
- -------------------------- ------------------------------ ------------
Path to file locations: G:\Geo Projects\Jacksonville Projects\JX10-116G P705 Aircraft Main Hangar and Apron\L
Pile Runs\
Name of input data file: SPPC Piles.lp6d
Name of output report file: SPPC Piles.lp6o
Name of plot output file: SPPC Piles.lp6p
Name of runtime messeage file: SPPC Piles.lp6r
__________________
Date and Time of Analysis
--------------------------------------------------------------------------------
Date: August 28, 2012 Time: 13:19:33
--------------------------------------------------------------------------------
Problem Title
--------------------------------------------------------------------------------
P705 Aircraft Main Hangar & Apron, Parking Garage Support
Job Number: Jx10-116G
client: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Engineer: M. Murdock, P.E.
Description: 50-foot embedment/12-inch SPPC piles/90-ton allowable capacity
Program Options
--------------------------------------------------------------------------------
Engineering units are us Customary units: pounds, inches, feet
Basic Program options:
This analysis computes pile response to lateral loading and will compute nonlinear
moment -curvature and nominal moment capacity for selected section types.
Computation Options:
- only internally -generated p-y curves used in analysis
- Analysis does not use p-y multipliers (individual pile or shaft action only)
- Analysis assumes no shear resistance at pile tip
- Analysis for fixed -length pile or shaft only
- No computation of foundation stiffness matrix elements
- Output pile response for full length of pile
- Analysis assumes no soil movements acting on pile
- No p-y curves to be computed and output for user -specified depths
Solution Control Parameters:
- Number of pile increments 100
- Maximum number of iterations allowed - 100
- Deflection tolerance for convergence a 1.0000E-OS in
- Maximum allowable deflection - 100.0000 in
Pile Response output options:
- values of pile -head deflection, bending moment, shear force, and
soil -reaction are printed for full length of pile.
Page 1

S PPC Piles.lp6e
- Printing Increment (nodal spacing of output points) = 1
----------------------------------------------------------------------
Pile Structural Properties and Geometry
Total Number of Sections 1
Total pile Length = 50.00 ft
Depth of ground surface below top of pile = 0.00 ft
Pile dimensions used for p-y curve computations defined using 2 points.
p-y curves are computed using values of pile diameter interpolated over
the length of the pile.
Point Depth Pile
X Diameter
ft in
-------------- -----------
1 0.00000 12.0000000
2 50.000000 12.0000000
Input Structural Properties:
Pile Section No. 1:
Section Type = Square Solid Prestressed Pile
Section Length - 50.000 ft
Pile width 12.000 in
Corner Chamfer 1.000 in
--------------------------------------------------------------------------------
Ground Slope and Pile Batter Angles
--------------------------------------------------------------------------------
Ground Slope Angle = 0.000 degrees
0.000 radians
Pile Batter Angle = 0.000 degrees
0.000 radians
---------------------------------------___-_
Soil and Rock LayeringInformation
---------------------------------------------------------
The soil profile is modelled using S layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 0.000
ft
Distance from top of
ppile to bottom of layer
= 11.000
ft
p-y subgrade modulus
k for top of soil layer
25.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 25.000
lbs/in**3
Layer 2 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 11.000
ft
Distance from Lop of
ppile to bottom of layer
18.000
ft
p-y subgrade modulus
k for top of soil layer
= 20.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 20.000
lbs/in**3
Layer 3 is soft clay,
p-y criteria by Matlock, 1970
Distance from top of
pile to top of layer
= 18.000
ft
Distance from top of
pile to bottom of layer
= 23.000
ft
Layer 4 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 23.000
ft
Distance from top of
ppile to bottom of layer
= 40.000
ft
p-y subgrade modulus
k for top of soil layer
= 20.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 20.000
lbs/in**3
Layer 5 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 40.000
ft
Page 2

SPPC Piles.1 6o
Distance from top of pile to bottom of layer = 6�.000 ft
p-y subgrade modulus k for top of soil layer - 60.000 lbs/in-*3
p-y subgrade modulus k for bottom of soil layer = 60.000 lbs/in-*3
(Depth of lowest layer extends 10.00 ft below pile tip)
________________________________________________________________
Effective unit weight of Soil vs. Depth
-=------------------------- --------------------------------
Effective unit weight of soil with depth defined using 10 points
Point
Depth x
Eff, unit weight
No.
ft
pcf
-----
1
---------
0.00
--------------
115.00000
2
11.00
115.00000
3
11.00
53.00000
4
18.00
53.00000
5
18.00
53.00000
6
23.00
53.00000
7
23.00
53.00000
8
40.00
53.00000
9
40.00
58.00000
10
60.00
58.00000
________________________________________________________________________________
________________________________________________________________________________
summary of
soil
Properties
Layer
soil
Type
Depth
Eff. unit
Cohesion
Friction
qu RQD
Epsilon
50
1
kpy
Rock Emass
krm
Test Type
Test Prop. Elas.
Subgr.
Num.
(p-y curve
criteria)
ft
wt., pcf
psf
Ang.,
deg.
psi
percent
_____
__________________________________
pci
psi
__________
__________
__________
__________
__________
pci
1
sand
(Reese,
et
al.)
_________
__________
0.00
115.000
__________
__________
--
32.000
__________
------------
-- --
--
--
25.000
--
11.000
115.000
--
32.000
-- --
--
--
25.000
--
2
sand
(Reese,
et
al.)
11.000
53.000
--
32.000
-- --
--
--
20.000
--
18.000
53.000
--
32.000
-- --
--
--
20.000
--
3
Soft
Clay
18.000
53.000
500.000
--
-- --
0.01000
--
--
--
--
23.000
53.000
500.000
--
-- --
0.01000
--
--
--
--
4
Sand
(Reese,
et
al.)
23.000
53.000
--
32.000
-- --
--
--
20.000
--
40.000
53.000
--
32.000
-- --
--
--
20.000
--
5
Sand
(Reese,
et
al.)
40.000
58.000
--
35.000
-- --
--
--
60.000
--
60.000
58.000
--
35.000
-- --
--
--
60.000
--
________________________________________________________________________________
Loading Type
________________________________________________________________________________
Cyclic loading criteria,were used for computation of p-y curves for all analyses.
Number of cycles of loading - 500
_____________________________________________ __________
Pile -head Loading and Pile -head Fixity conditions
-----------------------------------------------------------
Number of loads specified = 8
Load
Load
Condition
condition
Axial
Thrust
No.
Type
1
2
Force, lbs
1
_
1
____________________
v -
8000.00000
lbs
_______________________
M -
0.0000
in-lbs
________________
0.0000000
2
2
v -
8000.00000
lbs
S =
0.0000
in/in
0.0000000
3
1
v -
8000.00000
lbs
M =
0.0000
in-lbs
180000.
4
2
v -
8000.00000
lbs
s -
0.0000
in/in
180000.
5
1
v -
8000.00000
lbs
M =
0.0000
in-lbs
-60000.
6
2
v -
8000.00000
lbs
s =
0.0000
in/in
-60000.
7
1
v -
15300.
lbs
M =
0.0000
in-lbs
180000.
Page 3

8 2 v - 32800. lbs S = 0.0000in/ine s.l p6o 180000.
v perpendicular shear force applied to pile head
M ending moment applied to pile head
y lateral deflection relative to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applie to pile head
Axial thrust is assumed to pe acting axially for all pile batter angles.
---------------------------------------------------------------------------
computations of Nominal Moment Capacity and Nonlinear Bending stiffness
---------------------------------------------------------------------------
Axial thrust force values were determined from pile -head loading conditions
Number of Pile sections Analyzed = 1
Pile Section No. 1:
Dimensions of Square Prestressed Pile section
Length of section
= 50.000 ft
Pile width
= 12.000 in
Corner chamfer
= 1.000 in
Prestressing strand Details:
----------------------------
Strand Type
= PCI 270
Yield Stress, fpu
- 270. ksi
Stress -strain Curve for Reinforcement Defined using
PCI 270 Lo-lax Equation
if eps > 0.008 fpu = 268 - 0.075/(eps-0.0065) < 0.98 fpu (ksi)
Number of Reinforcing strands
= 4
cross -sectional Area of Single Strand
= 0.153 sq. in.
Concrete Cover Thickness over Strands
= 2.375 in
Prestressing Strand Geometry:
-----------------------------
Strand Diameter Area x
Y
NO. in Sq. in in
in
------ ----- ----------
1 0.500 0.153 -3.375
----------
-3.375
2 0.500 0.153 3,375
-3.375
3 0.500 0.153 3.375
3.375
4 0.500 0.153 -3.375
3.375
Computation of Loss of Prestress:
---------------------------------
Initial Prestressing Force
115.640
kips
Fraction of LOSS of Prestress
0.200
Effective Prestressing Force
= 92.512
kips
Area of Concrete, Ac
= 141.388
Sq. in
Area of steel, As
- 0.612
Sq. in
stress in Concrete After Losses, f-pc
- 0.654
ksi
Stress in Steel After Losses
--151.163
ksi
Compressive Strain in concrete
- 0.0001482
Tensile Strain in steel
--0.0053987
Estimated Structural Capacities Computed Using PCI
-------------------------------------------------------------
Equations:
NOm. Axial Cap., Pn = (0.85 f'c - 0.60 f_pc) Ag
= 668.453
kips
Unfac. Axial Load Cap. N = (0.33 f'c - 0.27 f-pc)
Ag - 256.074
kips
Axial Capacity in Tension, Nt - As fpu
--165.240
kips
Nom. Moment Capacity, Mn = 0.37 D As fpu
- 733.666
in -kip
Note: The above value of nominal moment capacity is
based on equations
that
assume a concrete compressive strength of 6, 000 psi
(41.4 MPa) a prestressing
ioading
level after losses of 700 psi (4.83 MPa), and an axial
thrust of
zero.
when different values for these factors are input,
the estimated value of
Mn
may differ greatly from the capacity computed by LPile
and should be considered
only as an approximate check.
Concrete Properties
Compressive Strength of Concrete
- 6.0000000
ksi
Modulus of Elasticity of Concrete
= 441S.2010147
ksi
Modulus of Rupture of Prestressed concrete
--0.3098387
ksi
Compression Strain at Peak Stress
= 0.0023102
Tensile Strain at Fracture of Concrete
=-0.0000604
Maximum Coarse Aggregate Size
= 0.7500000
in
Page 4

SPPC Piles.lp6o
Number of Axial Thrust Force values Determined from Pile -head Loadings = 3
Number Axial Thrust Force
kips
------ ------------------
1-60.000
2 0.000
3 180.000
Definitions of Run Messages and Notes:
--------------------------------------
= concrete in section has cracked in tension.
= stress in reinforcing steel has reached yield stress.
= ACI 318-08 criteria for tension -controlled section met, tensile strain in
reinforcement exceeds 0.005 while simultaneously compressive strain in
concrete more than than 0.003. see ACI 318-08, Section 10.3.4.
= depth of tensile zone in concrete section is less than 10 percent of section depth.
Bending Stiffness (EI) = Computed Bending Moment / Curvature.
Position of neutral axis is measured from edge of compression side of pile.
Compressive stresses and strains are positive in sign.
Tensile stresses and strains are negative in sign.
Axial Thrust Force -
-60.000
kips
Bending
Bending
Bending
Depth to
Max Comp
Max Tens
Max Concrete
Max
Steel
Run
Curvature
Moment
Stiffness
N
Axis
strain
Strain
Stress
Stress
Msg
rad/in.
--------------------------
in -kip
-------------
kip-in2
-------------
in
-------------
in/in
in/in
-------------
ksi
-------------
ksi
-------------
---
0.000001250
5.3787471
4302998.
124.4356425
0.0003037
0.0001405
0.7803906.
-270.0000000
0.000002500
15.4453581
6179143.
65.2229627
0.0003113
0.0001331
0.8163632
-270.0000000
0.000003750
25.5117325
6803129.
45.4876607
0.0003188
0.0001256
0.8522522
-270.0000000
0.000005000
35.5777520
7115550.
35.6217032
0.0003263
0.0001181
0.8880571
-270.0000000
0.000006250
45.6432984
7302928.
29.7034835
0.0003338
0.0001106
0.9237776
-270.0000000
0.000007500
55.7082534
7427767.
25.7591328
0.0003414
0.0001032
0.9594131
-270.0000000
0.000008750
65.7724987
7516857.
22.9427074
0.0003489
0.0000957
0.9949632
-270.0000000
0.0000100
75.8359159
7583592.
20.8312352
0.0003565
0.0000883
1.0304276
-270.0000000
0.0000113
85.8983868
7635412.
19.1897320
0.0003641
0.0000809
1.0658058
-270.0000000
0.0000125
95.9597929
7676783.
17.8772071
0.0003717
0.0000735
1.1010974
-270.0000000
0.0000138
106.0200160
7710547.
16.8039392
0.0003792
0.0000661
1.1363019
-270.0000000
0.0000150
116.0789376
7738596.
15.9101142
0.0003868
0.0000587
1.1714190
-270.0000000
0.0000163
126.1364393
7762242.
15.1543222
0.0003945
0.0000513
1.2064481
-270.0000000
0.0000175
136.1924026
7782423.
14.5069848
0.0004021
0.0000439
1.2413890
-270.0000000
0.0000188
146.2467092
7799824.
13.9464111
0,0004097
0.0000365
1.2762411
-270.0000000
0.0000200
156.2992404
7814962.
13.4563331
0.0004173
0.0000291
1.3110040
-270.0000000
0.0000213
166.3498777
7828230.
13.0243104
0.0004250
0.0000218
1.3456774
-270.0000000
0.0000225
176.3985027
7839933.
12.6406671
0.0004326
0.0000144
1.3802607
-270.0000000
0.0000238
186.4449965
7850316.
12.2977645
0.0004403
0.000007072
1.4147536
-270.0000000
0.0000250
196.4892406
7959570.
11.9894916
0.0004479
-0.000000263
1.4491557
-270.0000000
0.0000263
206.1996864
7855226.
11.7077084
0.0004555
-0.000007673
1.4830886
-270.0000000
C
0.0000275
215.2891369
7828696.
11.4459612
0.0004630
-0.00001S2
1.5162056
-270.0000000
C
0.0000288
223.8148708
7784865.
11.2018911
0.0004702
-0.0000229
1.5485468
-270.0000000
C
0.0000300
231.8221318
7727404.
10.9734734
0.0004774
-0.0000308
1.5801441
-270.0000000
C
0.0000313
239.3313990
7658605.
10.7588029
0.0004844
-0.0000388
1.6110005
-270.0000000
C
0.0000325
246.3962792
7581424.
10.5565963
0.0004913
-0.0000469
1.6411662
-270.0000000
C
0.0000338
253.0803352
7498677.
10.3659118
0.0004980
-0.000OSS2
1.6707133
-270.0000000
C
0.0000350
259.3797833
7410822.
10.1853220
0.0005047
-0.0000635
1.6996172
-270.0000000
C
0.0000363
265.3694395
7320536.
10.0143919
0.0005112
-0.0000720
1.7279803
-270.0000000
C
0.000037S
271.0246374
7227324.
9.8517748
0.0005176
-0.0000806
1.7557446
-270.0000000
C
0.0000388
276.4169537
7133341.
9.6972516
0.0005240
-0.0000892
1.7830138
-270.0000000
C
0.0000400
281.5602359
7039006.
9.5501155
0.0005302
-0.0000980
1.8098009
-270.0000000
C
0.0000413
286.46013S6
6944488.
9.4096673
0.0005363
-0.0001069
1.8361046
-270.0000000
C
0.0000425
291.1474921
6850529.
9.2755364
0.0005424
-0.0001158
1.8619692
-270.0000000
C
0.0000438
295.6476154
6757660.
9.1473617
0.0005484
-0.0001248
1.8874317
-270.0000000
C
0.0000450
299.9665342
6665923.
9.0246497
0.0005S43
-0.0001339
1.9124957
-270.0000000
C
0.0000463
304.1107025
6575367.
8.9069682
0.0005601
-0.0001431
1.9371663
-270.0000000
C
0.0000475
308.0921455
6486150.
8.7939888
0.0005659
-0.0001523
1.9614603
-270.0000000
C
0.0000488
311.9226154
6398413.
8.6854211
0.0005716
-0.0001616
1.9853952
-270.0000000
C
0.0000513
319.1447338
6227214.
8.4802017
0.0005828
-0.0001804
2.0321917
-270.0000000
C
0.000OS38
325.8499403
6062324.
8.2894192
0.0005938
-0.0001994
2.0776635
-270.0000000
C
0.0000563
332.1267522
5904476.
8.1117666
0.0006045
-0.0002187
2.1219740
-270.0000000
C
0.0000588
337.9730086
5752732.
7.9453348
0.0006150
-0.0002382
2.1650817
-270.0000000
C
0.0000613
343.4639726
5607575.
7.7892876
0.0006253
-0.0002579
2.2071386
-270.0000000
C
0.0000638
348.6410999
5468880.
7.6426581
0.0006354
-0.0002778
2.2482249
-270.0000000
C
0.0000663
3S3.5260399
5336242.
7.5044646
0.0006454
-0.0002978
2.2883755
-270.0000000
C
0.0000688
358.1287604
5209146.
7.3737607
0.0006551
-0.0003181
2.3275947
-270.0000000
C
0.0000713
362.4850098
5087509.
7.2499951
0.0006648
-0.0003384
2.3659623
-270.0000000
C
0.0000738
366.6222964
4971150.
7.1326413
0.0006742
-0.0003590
2.4035414
-270.0000000
C
0.0000763
370.5574356
4859770.
7.0211566
0.0006836
-0.0003796
2.4403680
-270.0000000
C
0.0000788
374.2867186
4752847.
6.9148651
0.0006927
-0.0004005
2.4764142
-270.0000000
C
0.0000813
377.8420614
4650364.
6.8135281
0.0007018
-0.0004214
2.5117665
-270.0000000
C
0.0000838
381.2412333
4552134.
6.7168216
0.0007107
-0.0004425
2.5464720
-270.0000000
C
Page 5

SPPC
Piles.lp6o
0.0000863
384.5014585
4457988.
6.6244693
0.0007196
-0.0004636
2.5805807
-270.0000000
C
0.0000888
387.6394126
4367768.
6.5362373
0.0007283
-0.0004849
2.6141451
-270.0000000
C
0.0000913
390.6062378
4280616.
6.4512417
0.0007369
-0.0005063
2.6469777
-270.0000000
C
0.0000938
393.4662605
4196973.
6.3698117
0.0007454
-0.0005278
2.6792998
-270.0000000
C
0.0000963
396.2425249
4116805.
6.2918895
0.0007538
-0.0005494
2.7111981
-270.0000000
C
0.0000988
398.8709662
4039200.
6.2165247
0.0007621
-0.0005711
2.7424178
-270.0000000
C
0.0001013
401.4201278
3964643.
6.1441731
0.0007703
-0.0005929
2.7732154
-270.0000000
C
0.0001038
403.8888032
3892904.
6.0746014
0.0007784
-0.0006148
2.8035886
-270.0000000
C
0.0001063
406.2383292
3823420.
6.0071758
0.0007865
-0.0006367
2.8333660
-270.0000000
C
0.0001088
408.5539232
3756818.
5.9426075
0.0007945
-0.0006587
2.8629049
-270.0000000
C
0.0001113
410.7302986
3691958.
5.8795976
0.0008023
-0.0006809
2.8917466
-270.0000000
C
0.0001138
412.8978903
3629872.
5.8193607
0.0008101
-0.0007030
2.9204565
-270.0000000
C
0.0001163
414.9280835
3569274.
5.7603786
0.0008178
-0.0007254
2.9484579
-270.0000000
C
0.0001188
416.9569681
3511217.
5.7039529
0.0008255
-0.0007477
2.9763633
-270.0000000
C
0.0001213
418.8625834
3454537.
5.6486510
0.0008331
-0.0007701
3.0036051
-270.0000000
C
0.0001238
420.7575511
3400061.
5.5955545
0.0008406
-0.0007926
3.0307106
-270.0000000
C
0.0001263
422.5636056
3347038.
5.5437032
0.0008481
-0.0008151
3.0572990
-270.0000000
C
0.0001288
424.3307371
3295773.
5.4935380
0.0008555
-0.0008377
3.0836152
-270.0000000
C
0.0001313
426.0598144
3246170.
5.4449521
0.0008628
-0.0008604
3.1096561
-270.0000000
C
0.0001338
427.7050458
3197795.
5.3973760
0.0008701
-0.0008831
3.1351931
-270.0000000
C
0.0001363
429.3491779
3151187.
5.3516025
0.0008774
-0.0009058
3.1606444
-270.0000000
C
0.0001388
430.9078768
3105642.
5.3066385
0.0008845
-0.0009287
3.1855676
-270.0000000
C
0.0001413
432.4359752
3061494.
5.2630105
0.0008916
-0.0009516
3.2102529
-270.0000000
C
0.0001438
433.9630307
3018873.
5.2209517
0.0008987
-0.0009745
3.2348557
-270.0000000
C
0.0001463
435.3832136
2976979.
5.1792567
0.0009057
-0.0009975
3.2587981
-270.0000000
C
0.0001488
436.7999458
2936470.
5.1389850
0.0009126
-0.0010206
3.2826477
-270.0000000
C
0.0001588
442.148813S
2785189.
4.9878357
0.0009400
-0.0011132
3.3755062
-270.0000000
C
0.0001688
446.9840786
2648795.
4.8501452
0.0009667
-0.0012065
3.4642123
-270.0000000
C
0.0001788
451.3971282
2525299.
4.7242090
0.0009926
-0.0013005
3.5492274
-270.0000000
C
0.0001888
455.4598213
2413032.
4.6086182
0.0010181
-0.0013951
3.6309455
-270.0000000
C
0.0001988
459.2141044
2310511.
4.5020291
0.0010430
-0.0014902
3.7096007
-270.0000000
C
0.0002088
462.6527147
2216300.
4.4028517
0.0010673
-0.0015859
3.7850833
-270.0000000
C
0.0002188
465.8542035
2129619.
4.3106894
0.0010912
-0.0016820
3.8579083
-270.0000000
C
0.0002288
468.8613588
2049667.
4.2249598
0.0011147
-0.0017785
3.9283813
-270.0000000
C
0.0002388
471.6977829
1975698.
4.1450363
0.0011378
-0.0018754
3.9966901
-270.0000000
C
0.0002488
474.2854288
1906675.
4.0692301
0.0011604
-0.0019728
4.0621584
-270.0000000
C
0.0002588
476.7749473
1842608.
3.9985750
0.0011828
-0.0020704
4.1260077
-270.0000000
C
0.0002688
479.0894564
1782658.
3.9316307
0.0012048
-0.0021684
4.1876002
-270.0000000
C
0.0002788
481.2847895
1726582.
3.8684846
0.0012265
-0.0022667
4.2473772
-270.0000000
C
0.0002888
483.3608615
1673977.
3.8087254
0.0012480
-0.0023652
4.3053653
-270.0000000
C
0.0002988
485.3276756
1624528.
3.7520257
0.0012691
-0.0024641
4.3616147
-270.0000000
C
0.0003088
487.1823846
1577919.
3.6980414
0.0012900
-0.0025632
4.4161261
-270.0000000
C
0.0003188
488.9820739
1534061.
3.6470863
0.0013107
-0.002662S
4.4694157
-270.0000000
C
0.0003288
490.6317871
1492416.
3.5977901
0.0013310
-0.0027622
4.5205718
-270.0000000
C
0.0003388
492.2753030
1453211.
3.5515912
0.0013513
-0.0028619
4.5710190
-270.0000000
C
0.0003488
493.7819065
1415862.
3.5066865
0.0013712
-0.0029620
4.6194134
-270.0000000
C
0.0003588
495.2367177
1380451.
3.4639256
0.0013909
-0.0030623
4.6666587
-270.0000000
C
0.0003688
496.6857083
1346944.
3.4236477
0.0014107
-0.0031625
4.7132264
-270.0000000
C
0.0003788
497.9817811
1314803.
3.3839031
0.0014298
-0.0032633
4.7575400
-270.0000000
C
0.0003888
499.2575943
1284264.
3.3461746
0.0014490
-0.0033642
4.8010519
-270.0000000
C
0.0003988
500.5280109
1255243.
3.3104826
0.0014683
-0.0034649
4.8439189
-270.0000000
C
0.0004088
501.6898484
1227376.
3.2754194
0.0014870
-0.0035662
4.8849828
-270.0000000
C
0.0004188
502.8017882
1200721.
3.2416246
0.0015056
-0.0036676
4.9249304
-270.0000000
C
0.0004288
503.9088266
1175298.
3.2095336
0.0015243
-0.0037689
4.9642671
-270.0000000
C
0.0004388
505.0064805
1151012.
3.1789751
0.0015430
-0.0038702
5.0029352
-270.0000000
C
0.0004488
505.9689393
1127507.
3.1482878
0.0015610
-0.0039722
5.0394780
-270.0000000
C
0.0004588
506.9270034
1105018.
3.1190515
0.0015791
-0.0040741
5.0754444
-270.0000000
C
0.0004688
507,8805664
1083479.
3.0911737
0.0015972
-0.0041760
5.1108286
-270.0000000
C
0.0004788
508.8295217
1062829.
3.0645698-
0.0016154
-0.0042778
S.1456250
-270.0000000
C
0.0004888
509.6736619
1042811.
3.0378866
0.0016330
-0.0043802
S.1786300
-270.0000000
C
0.0004988
510.4923748
1023544.-
3.0121051
0.0016505
-0.0044827
5.2108271
-270.0000000
C
0.0005088
511.3069218
1005026.
2.9874346
0.0016681
-0.0045851
5.2424719
-270.0000000
C
0.0005188
512.1172665
987214.
2.9638114
0.0016857
-0.0046875
5.2735593
-270.0000000
C
0.0005288
512.9233174
970068.
2.9411765
0.0017033
-0.0047899
5.3040840
-270.0000000
C
0.0005388
513.6219087
953359.
2.9181262
0.0017203
-0.0048929
5.3327820
-270.0000000
C
0.000S488
514.3111358
937241.
2.8959280
0.0017373
-0.0049959
5.3608873
-270.0000000
C
0.0006088
518.1521192
851174.
2.77687S7
0.0018386
-0.0056146
5.5157607
-270.0000000
C
0.0006688
521.3874463
779645.
2.6757494
0.0019376
-0.0062356
5.6462870
-270.0000000
C
0.0007288
524.1424354
719235.
2.5889401
0.0020349
-0.0068583
5.7545723
-270.0000000
C
0.0007888
526.4241220
667416.
2.5124449
0.0021299
-0.0074833
5.8412018
-270.0000000
C
0.0008488
528.4750418
622651.
2.4470100
0.0022251
-0.0081081
S.9091805
-270.0000000
C
0.0009089
530.1444441
583378.
2.3880297
0.0023183
-0.0087349
5.9574249
-270.0000000
C
0.0009688
531.6847211
548836.
2.3378605
0.0024130
-0.0093602
5.9879516
-270.0000000
C
0.0010288
532.8458227
S17955.
2.2907547
0.0025048
-0.0099884
5.9997364
-270.0000000
C
0.0010888
533.8201844
490306.
2.2510926
0.0025991
-0.0106141
5.9965622
-270.0000000
C
0.0011488
534.6357387
465407.
2.2170190
0.0026950
-0.0112382
5.9868810
-270.0000000
C
0.0012088
535.1534120
442733.
2.1844911
0.0027887
-0.0118645
5.9988255
-270.0000000
C
0.0012688
535.5627075
422118.
2.156S832
0.0028844
-0.0124888
5.9871502
-270.0000000
C
0.0013288
535.8844534
403300.
2.1324537
0.0029817
-0.0131115
5.9986403
-270.0000000
C
0.0013888
536.1135037
386040.
2.1117122
0.0030808
-0.0137324
S.9817286
-270.0000000
C
0.0014488
536.2293152
370132.
2.0927478
0.0031801
-0.0143531
S.9958636
-270.0000000
C
0.0015088
536.2429661
35S422.
2.0742633
0.0032777
-0.0149755
5.9972095
-270.0000000
C
0.0015688
536.2429661
341828.
2.0586042
0.0033776
-0.0155956
5.9848359
-270.0000000
C
0.0016288
536.2429661
329236.
2.0447051
0.0034785
-0.0162147
5.9966163
-270.0000000
C
0.0016888
536.2429661
317538.
2.0325087
0.0035806
-0.0168326
5.9953945
-270.0000000
C
0.0017488
536.2429661
306644.
2.0223783
0.0036848
-0.0174484
5.9787169
-270.0000000
C
0.0018088
536.2429661
296472.
2.0134353
0.0037900
-0.0190632
5.9929438
-270.0000000
C
0.0018688
536.2429661
286953.
2.0055978
0.0038962
-0.0186770
5.9995S64
-270.0000000
C
Page 6

SPPC Piles.lp60
Axial Thrust Force =
0.000
kips
Bending
Bending
Bending
Depth to
Max Comp
Max Tens
Max Concrete
Max
Steel
Run
Curvature
Moment
stiffness
N
Axis
Strain
Strain
Stress
Stress
Msg
rad/in.
--------------------------
in -kip
-------------
kip-in2
-------------
in
-------------
in/in
in/in
-------------
ksi
-------------
ksi
-------------
---
0.000001250
7.7933464
6234677.
108.9990121
0.0002844
0.0001212
0.6864880
-150.4050207
0.000002S00
18.1984723
7279389.
57.5041305
0.0002920
0.0001138
0.7227770
-1SO.6163037
0.000003750
28.6033817
7627568.
40.3413530
0.0002995
0.0001063
0.7589815
-150.8273534
0.00000S000
39.0079602
7801S92.
31.7616015
0.0003070
0.0000988
0.7951009
-1S1.0381697
0.000006250
49.4120934
7905935.
26.6150606
0.0003145
0.0000913
0.8311349
-151.2487S28
0.000007500
59.8156670
7975422.
23.1851249
0.0003221
0.0000839
0.8670831
-151.4591025
0.000008750
70.2185665
8024979.
20.7361066
0.0003296
0.0000764
0.9029450
-151.6692189
0.0000100
80.6206777
8062068.
18.9001617
0.0003372
0.0000690
0.9387203
-151.8791019
0.0000113
91.0218860
8090834.
17.4729325
0.0003448
0.0000616
0.9744085
-152.0887515
0.0000125
101.4220772
8113766.
16.3318043
0.0003523
0.0000541
1.0100092
-152.2981677
0.0000138
111.8211367
8132446.
15.3987496
0.0003599
0.0000467
1.0455221
-152.5073504
0.0000150
122.2189501
8147930.
14.6217502
0.000367S
0.0000393
1.0809466
-152.7162997
0.0000163
132.6154029
8160948.
13.9647932
0.0003751
0.0000319
1.1162825
-152.9250156
0.000017S
143.0103807
8172022.
13.4021555
0.0003827
0.0000245
1.1515293
-153.1334979
0.0000188
153.4037688
8181534.
12.9149732
0.0003904
0.0000172
1.1866865
-153.3417466
0.0000200
163.7954528
8189773.
12.4890985
0.0003980
0.000009792
1.2217538
-153.5497618
0.0000213
174.1853180
8196956.
12.1137125
0.0004056
0.000002416
1.2567307
-153.7S75433
0.0000225
184.5730321
8203246.
11.7803981
0.0004133
-0.000004941
1.2916166
-153.9650926
0.0000238
194.9557242
8208662.
11.4824840
0.0004209
-0.0000123
1.3264080
-154.1724291
0.0000250
205.3295637
8213183.
11.2146220
0.0004286
-0.0000196
1.3611002
-154.3795797
0.0000263
215.6914328
8216816.
1019724880
0.0004362
-0.0000270
1.3956891
-154.5865678
0.0000275
226.0388188
8219593.
10.7525486
0.0004439
-0.0000343
1.4301713
-154.7934129
0.0000288
236.3697216
82215S6.
10.S518888
0.0004516
-0.0000416
1.4645439
-155.0001315
0.0000300
246.6825429
8222751.
10.3680826
0.0004592
-0.0000490
1.4989046
-155.2067372
0.0000313
256,9759963
8223232.
10.1990948
0.0004669
-0.0000563
1.5329S13
-155.4132416
0.0000325
265.0069409
8154060.
10.0263616
0.0004741
-0.0000641
1.5645380
-155.6352554
C
0.0000338
270.2885362
8008549.
9.8456406
0.0004805
-0.0000727
1.5929906
-155.8772S98
C
0.0000350
274.9313525
7855182.
9.6718712
0.0004867
-0.0000815
1.6202270
-156.1252063
C
0.0000363
278.9737361
7695827.
9.5042849
0.0004927
-0.0000905
1.6465480
-156.3791461
C
0.0000375
282.4662746
7532434.
9.3423229
0.0004985
-0.0000997
1.6718718
-156.6390152
C
0.0000388
287.8747917
7429027.
9.2045278
0.0005049
-0.0001083
1.6994597
-156.8837349
C
0.0000400
290.6083600
7265209.
9.0542566
0.0005104
-0.0001178
1.7232609
-157.1S24954
C
0.0000413
295.3242552
7159376.
8.9273854
0.0005165
-0.0001267
1.7495741
-157.4044529
C
0.0000425
297.4934092
6999845.
8.7876060
0.0005217
-0.0001365
1.7720318
-157.681OBS1
C
0.0000438
301.6185662
6894139.
8.6700961
0.0005275
-0.0001457
1.7971468
-157.9399093
C
0.0000450
303.3675908
6741502.
8.5397154
0.0005325
-0.0001557
1.8184025
-158.2236129
C
0.0000463
306.9976952
6637788.
8.4303744
0.000S381
-0.0001651
1.8424028
-158.4888731
C
0.0000475
310.4157460
6535068.
8.3247761
0.0005436
-0.0001746
1.8659221
-158.7568572
C
0.0000488
313.6988397
6434848.
8.2231874
0.0005491
-0.0001841
1.8890799
-159.0267943
C
0.0000513
319.9243820
6242427.
8.0312314
0.0005598
-0.0002034
1.9344018
-159.S719930
C
0.0000538
319.9243820
5952082.
7.7597406
0.0005653
-0.0002279
1.9571831
-160.2663831
C
0.0000563
321.3902222
5713604.
7.5963872
0.0005755
-0.0002477
1.9999663
-160.8261022
C
0.0000588
326.8974209
5564211.
7.4437269
0.0005855
-0.0002677
2.0417266
-161.3911951
C
0.0000613
332.1343756
5422602.
7.3008378
0.0005954
-0.0002878
2.0825759
-161.9609853
C
0.0000638
337.1220633
5288189.
7.1666721
0.0006051
-0.0003081
2.1225523
-162.53S2880
C
0.0000663
341.8808603
5160466.
7.0403483
0.0006146
-0.0003286
2.1616950
-163.1139028
C
0.0000688
346.4305404
5038990.
6.9211216
0.0006240
-0.0003492
2.2000453
-163.6966126
C
0.0000713
350.7902696
4923372.
6.8083611
0.0006333
-0.0003699
2.2376460
-164.2831820
C
0.0000738
354.9786006
4813269.
6.7015307
0.0006424
-0.0003908
2.2745421
-164.8733554
C
0.0000763
359.0134663
4708373.
6.6001746
0.0006515
-0.0004117
2.3107810
-16S.4668558
C
0.0000788
362.9121729
4608409.
6.5039056
0.0006604
-0.0004328
2.3464124
-166.0633822
C
0.0000813
366.6913923
4513125.
6.4123951
0.0006692
-0.0004540
2.3814889
-166.6626078
C
0.0000838
370.3223869
4421760.
6.3248439
0.0006779
-0.0004753
2.4158905
-167.2654236
C
0.0000863
373.8437697
4334421.
6.2412709
0.0006865
-0.0004967
2.4497497
-167.8709363
C
0.0000888
377.2841065
4251089.
6.1616339
0.0006950
-0.0005182
2.4831756
-168.4784025
C
0.0000913
380.6107448
4171077.
6.0852182
0.0007035
-0.0005397
2.5160308
-169.0888396
C
0.0000938
383.8442421
4094339.
6.0119413
0.0007118
-0.0005614
2.5483858
-169.7017796
C
0.0000963
387.0279703
4021070.
5.9420379
0.0007201
-0.0005831
2.5804265
-170.31S9075
C
0.0000988
390.0821069
3950199.
5.8743171
0.0007283
-0.0006049
2.6117947
-170.9338542
C
0.0001013
393.1100555
3882568.
5.8097506
0.0007364
-0.0006268
2.6429437
-171.5523486
C
0.0001038
396.0309794
3817166.
S.7471872
0.0007445
-0.0006487
2.6735041
-172.1741209
C
0.0001063
398.9245634
3754584.
5.6873542
0.0007525
-0.0006707
2.7038372
-172.796S407
C
0.0001088
401.7228273
3694003.
5.6292855
0.0007604
-0.0006928
2.7336203
-173.4220185
C
0.0001113
404.5062298
3636011.
5.5737505
0.0007683
-0.0007149
2.7632358
-174.0477375
C
0.0001138
407.1883149
3579677.
5.5195873
0.0007760
-0.0007371
2.7922546
-174.6769230
C
0.0001163
409.8681804
3525748.
5.4678195
0.0007838
-0.0007594
2.8211716
-175.3058906
C
0.0001188
412.4567578
3473320.
5.4172612
0.0007915
-0.0007817
2.8495240
-175.9381418
C
0.0001213
415.0268651
3422902.
5.3686629
0.0007991
-0.0008040
2.8776926
-176.5708245
C
0.0001238
417.5561128
3374191.
5.3216319
0.0008067
-0.0008264
2.9055519
-177.2049046
C
0,0001263
420.0226350
3326912.
5.27S8204
0.0008143
-0.0008489
2.9329848
-177.8412987
C
0.0001288
422.4870946
3281453.
5.2318432
0.0008218
-0.0008714
2.9603218
-178.4774904
C
0.0001313
424.8818817
3237195.
5.1888004
0.0008292
-0.0008940
2.9871785
-179.1164538
C
0.0001338
427.2488729
3194384.
5.1471200
0.0008366
-0.0009166
3.0137952
-179.7S63570
C
0.0001363
429.6138733
31S3129.
5.1070194
0.0008440
-0.0009392
3.0403187
-180.3960653
C
0.0001388
431.9049501
3112828.
5.0675640
0.0008513
-0.0009619
3.0663208
-181.0389369
C
0.0001413
434.1784386
3073830.
5.0293700
0.0008586
-0.0009846
3.0921391
-181.6823S26
C
0.0001438
436.4500111
3036174.
4.9925SO3
0.0008659
-0.0010073
3.1178671
-182.3255807
C
0.0001463
438.6663316
2999428.
4.9563992
0.0008731
-0.0010301
3.1431713
-182.9712686
C
0.0001488
440.8521877
2963712.
4.9211710
0.0008802
-0.0010530
3.1682088
-183.6181957
C
Page 7

8046 Pile0..0009
0.0001588
449.4109759
2830935.
4.799
086
-0.0011446
3.2663947
-186.2129130
C
0.0001688
457.6348150
2711910.
4.6710851
0.0009364
-0.0012368
3.3611497
-188.8216853
C
0.0001788
465.5742158
2604611.
4.5632061
0.0009639
-0.0013293
3.4527557
-191.4429021
C
0.0001888
473.2766077
2507426.
4.4647879
0.0009909
-0.0014223
3.5415073
-194.0747166
C
0.0001988
480.7862130
2419050.
4.3747764
0.0010177
-0.0015155
3.6277135
-196.7150111
C
0.0002088
488.0619983
2338022.
4.2913214
0.0010440
-0.0016092
3.7109968
-199.3676048
C
0.0002188
495.1926794
2263738.
4.2143967
0.0010701
-0.0017031
3.7920338
-202.0270558
C
0.0002288
502.2182784
2195490.
4.1435975
0.0010960
-0.0017972
3.8711858
-204.6904189
C
0.0002388
509.0470043
2132134.
4.0769353
0.0011216
-0.0018916
3.9475919
-207.3659895
C
0.0002488
515.8318347
2073696.
4.0156865
0.0011471
-0.0019861
4.0226418
-210.0411770
C
0.0002588
522.4412777
2019097.
3.9575701
0.0011722
-0.0020810
4.0950807
-212.7281791
C
0.0002688
529.0290636
1968480.
3.9040675
0.0011974
-0.0021758
4.1663909
-215.4129677
C
0.0002788
535.4601592
1920933.
3.8529558
0.0012222
-0.0022710
4.2352039
-218.1092605
C
0.0002888
541.8587957
1876567.
3.8055033
0.0012470
-0.0023662
4.3027959
-220.8045712
C
0.0002988
548.1808158
1834915.
3.7607460
0.0012717
-0.0024615
4.3686785
-223.5039828
C
0.0003088
554.4088766
1795656.
3.7181842
0.0012962
-0.0025S70
4.4326801
-226.2095876
C
0.0003188
560.6165900
1758797.
3.6785278
0.0013207
-0.0026525
4.4955957
-228.9130588
C
0.0003288
566.7469829
1723945.
3.6407399
0.0013451
-0.0027481
4.5567669
-231.6216272
C
0.0003388
572.8026447
1690930.
3.6046748
0.0013693
-0.0028439
4.6162391
-234.3351019
C
0.0003488
578.8384955
1659752.
3.5708910
0.0013935
-0.0029397
4.6746413
-237.0464600
C
0.0003588
584.8517724
1630249.
3.5391643
0.0014179
-0.0030353
4.7319332
-239.7560417
C
0.0003688
590.7529547
1602042.
3.5080777
0.0014418
-0.0031314
4.7870288
-242.4769809
C
0.0003788
596.6348796
1575274.
3.4788282
0.0014658
-0.0032274
4.8410699
-245.0524133
C
0.0003888
602.4972658
1549832.
3.4512762
0.0014899
-0.0033233
4.8940466
-246.4523605
C
0.0003988
608.3398271
1525617.
3.4252958
0.0015140
-0.0034192
4.9459487
-247.7025982
C
0.0004088
614.1010134
1502388.
3.3998699
0.0015379
-0.0035153
4.9959809
-248.8300524
C
0.0004188
619.8266971
1480183.
3.375602S
0.0015617
-0.0036115
5.0447484
-249.8492131
C
0.0004288
625.5330882
1458969.
3.3526448
0.0015856
-0.0037076
5.0924556
-250.7740489
C
0.0004388
631.2199264
1438678.
3.3309090
0.0016096
-0.0038036
5.1390924
-251.6170672
C
0.0004488
636.8869273
1419247.
3.3103157
0.0016337
-0.0038995
S.1846482
-252.3886576
C
0.0004588
642.504S169
1400555.
3.2903289
0.0016576
-0.0039956
5.2287169
-253.0990391
C
0.0004688
648.0707705
1382551.
3.2708684
0.0016814
-0.0040918
5.2712844
-253.7553435
C
0.0004788
653.6176895
1365259.
3.2523864
0.0017053
-0.0041879
5.3127831
-254.3620969
C
0.0004888
659.1449967
1348634.
3.2348251
0.0017292
-0.0042840
5.3532021
-254.9247005
C
0.0004988
664.6524036
1332636.
3.2181310.
0.0017532
-0.0043800
5.3925307
-255.4477978
C
0.0005088
670.0183419
1316989.
3.2020257
0.0017772
-0.0044760
5.43OS708
-255.9359806
C
0.0005188
674.8183645
1300855.
3.1856700
0.0018008
-0.0045724
5.4666814
-256.3945642
C
0.0005288
678.7501701
1283688.
3.1679211
0.0018232
-0.0046700
5.5000152
-256.8288017
C
0.0005388
681.9747077
1265846.
3.1493353
0.0018449
-0.0047683
5.5311041
-257.2394590
C
0.0005488
684.9304081
1248165.
3.131OS58
0.0018664
-0.0048668
5.5609090
-257.6260627
C
0.0006088
699.5367542
1149136.
3.0297304
0.0019925
-0.0054607
5.7162658
-259.5365184
C
0.0006688
710.3432028
1062195.
2.9412261
0.0021151
-0.0060581
5.8347611
-260.9433063
C
0.0007288
718.5794040
986044.
2.8624886
0.0022342
-0.0066590
5.9193220
-262.0222248
C
0.0007888
725.1882126
919415.
2.7950047
0.0023528
-0.0072604
5.9736949
-262.8721722
C
0.0008488
730.4914899
860667.
2.7359062
0.0024703
-0.0078629
5.9982878
-263.5594690
C
0.0009088
734.7631512
808543.
2.6860642
0.0025892
-0.0084640
5.9987894
-264.1247379
C
0.0009688
738.0704363
761879.
2.6425752
0.0027082
-0.0090650
5.9981257
-264.5986628
C
0.0010288
740.7430026
720042.
2.6066012
0.0028297
-0.0096635
5.9958531
-265.0002668
C
0.0010888
742.8883165
682331.
2.5764382
0.0029S33
-0.0102599
5.9902707
-265.3451949
C
0.0011488
744.5262465
648119.
2.S489780
0.0030763
-0.0108569
5.9999936
-265.6458459
C
0.0012088
745.7816917
616986.
2.5263633
0.0032019
-0.0114513
5.9966933
-265.9089438
C
0.0012698
746.7607695
588580.
2.5074051
0.0033295
-0.0120437
S.9841986
-266.1413417
C
0.0013288
747.4756290
S62540.
2.4917505
0.0034591
-0.0126341
5.9985662
-266.3480506
C
0.0013888
747.9541226
538581.
2.4789800
0.0035909
-0.0132223
5.9845072
-266.5330998
C
0.0014488
748.2372023
516471.
2.4685528
0.0037245
-0.0138087
5.9983971
-266.6997930
C
0.0015088
748.3267845
495991.
2.4603399
0.0038602
-0.0143930
5.9788725
-266.8506739
C
Axial Thrust Force =
180.000
kips
Bending
Bending
Bending
Depth to
Max
Comp
Max Tens
Max Concrete
Max
steel Run
Curvature
Moment
Stiffness
N
Axis
Strain
Strain
Stress
Stress
Msg
rad/in.
-------------
in -kip
--------------------------
kip-in2
-------------
in
in/in
-------------
-------------
in/in
ksi
-------------
-------------
ksi
---
0.000001250
6.6504555
5320364.
324.5332075
0.0005539
0.0003907
1.9218464
-142.7266150
0.000002500
15.8011924
6320477.
165.2718532
0.0005614
0.0003832
1.9536373
-142.9378534
0.000003750
24.9516830
6653782.
112.1872172
0.000S689
0.0003757
1.98S3433
-143.1488266
0.000005000
34.1017973
6820359.
85.6467608
0.000S764
0.0003682
2.0169640
-143.3595345
0.000006250
43.2514OS4
6920225.
69.7239763
0.0005840
0.0003608
2.0484989
-143.5699772
0.000007500
52.4003772
6986717.
59.1100279
0.0005915
0.0003533
2.0799476
-143.780154E
0.000008750
61.S48S827
7034124.
51.S297001
0.0005991
0.0003459
2.1113095
-143.9900665
0.0000100
70.6958917
7069589.
4S.8453854
0.0006066
0.0003385
2.1425843
-144.1997131
0.0000113
79.8421743
7097082.
41.4250794
0.0006142
0.0003310
2.1737714
-144.4090944
0.000012S
88.9873002
7118984.
37.8895796
0.0006218
0.0003236
2.2048704
-144.6182102
0.0000138
98.1311394
7136810.
34.9975753
0.0006294
0.0003162
2.2358809
-144.8270606
0.0000150
107.2735619
7151571.
32.5981928
0.0006370
0.0003088
2.2668022
-145.0356457
0.0000163
116.4144367
7163965.
30.5500579
0.0006446
0.0003014
2.2976341
-145.2439649
0.0000175
125.5536344
7174493.
28.8036176
0.0006523
0.0002941
2.3283760
-145.4520187
0.0000188
134.6910245
7183521.
27.2905330
0.0006599
0.0002867
2.3590274
-145.6598068
0.0000200
143.8264765
7191324.
25.9670502
0.0006675
0.0002793
2.3895880
-14S.8673293
0.0000213
152.9598603
7198111.
24.7997100
0.0006752
0.0002720
2.4200571
-146.0745861
0.0000225
162.0910453
7204046.
23.7624888
0.0006829
0.0002647
2.4504344
-146.2815770
0.0000238
171.2199010
7209259.
22.8348415
0.0006905
0.0002573
2.4807194
-146.4883021
0.0000250
180.3462970
7213852.
22.0003322
0.0006982
0.0002500
2.5109115
-146.6947612
0.0000263
189.4701026
7217909.
21.2456556
0.0007059
0.0002427
2.5410105
-146.9009543
0.0000275
198.5911873
7221498.
20.5599254
0.0007136
0.0002354
2.5710157
-147.1068813
0.0000288
207.7094202
7224675.
19.9341488
0.0007213
0.0002281
2.6009267
-147.3125422
Page 8

Pile
0.0000300
216.8246707
7227489.
19.3608317
0.0007290
0.0002208
2.6307430
-147.5179368
0.0000313
225.9368078
7229978.
18.8336789
0.0007367
0.0002136
2.6604642
-147.7230651
0.0000325
235.0457007
7232175.
18.3473641
0.0007445
0.0002063
2.6900898
-147.9279269
0.0000338
244.1512183
7234110.
17.8973496
0.0007522
0.0001990
2.7196193
-148.1325222
0.0000350
253.2532298
7235807.
17.4797464
0.0007600
0.0001918
2.7490523
-148.3368S09
0.0000363
262.3516035
7237286.
17.0912015
0.0007678
0.0001846
2.7783882
-148.5409128
0.0000375
271.4462085
7238566.
16.7288093
0.0007755
0.0001773
2.8076267
-148.7447079
0.0000388
280.5369134
7239662.
16.3900390
0.0007833
0.0001701
2.8367672
-148.9482360
0.0000400
289.6235868
7240590.
16.0726761
0.0007911
0.0001629
2.8658093
-149.1514971
0.0000413
298.7060971
7241360.
15.7747746
0.0007989
0.0001557
2.8947525
-149.3544910
0.0000425
307.7843127
7241984.
15.4946174
0.0008067
0.0001485
2.9235963
-149.5572175
0.0000438
316.8581019
7242471.
15.2306837
0.0008145
0.0001413
2.9523403
-149.7596766
0.0000450
325.9273328
7242830.
14.9816216
0.0008224
0.0001342
2.9809839
-149.9618681
0.0000463
334.9918734
7243068.
14.7462254
0.0008302
0.0001270
3.0095268
-150.1637920
0.0000475
344.0515918
7243191.
14.5234164
0.0008381
0.0001199
3.0379684
-150.3654479
0.0000488
353.1063557
7243207.
14.3122263
0.0008459
0.0001127
3.0663082
-150.5668359
0.0000513
371.2004908
7242936.
13.9213029
0.0008617
0.0000985
3.1226808
-150.9688073
0.0000538
389.2732187
7242292.
13.5674454
0.0008774
0.0000843
3.1786406
-1S1.3697049
0.0000563
407.3234776
7241306.
13.245712S
0.0008933
0.0000701
3.2341840
-151.7695275
0.0000588
425.3502034
7240003.
12.9520040
0.0009091
0.0000S59
3.2893071
-152.1682736
0.0000613
443.3523295
7238405.
12.6828892
0.00092S0
0.0000418
3.3440060
-152.5659419
0.0000638
461.3287872
7236530.
12.4354754
0.0009410
0.0000278
3.3982769
-152.9625309
0.0000663
479.2785052
7234393.
12.2073069
0.0009569
0.0000137
3.4521160
-153.3580389
0.0000688
497.2004095
7232006.
11.9962849
0.0009729
-0.000000255
3.5055194
-153.7524645
0.0000713
515.0919098
7229360.
11.8005992
0.0009890
-0.0000142
3.5584818
-154.1458186
0.0000738
532.9441812
7226362.
11.6186596
0.0010051
-0.0000281
3.6109918
-154.53816S0
0.0000763
550.7485027
7222931.
11.4490840
0.0010212
-0.0000420
3.6630380
-154.9295697
0.0000788
568.4971442
7219011.
11.2906678
0.0010373
-0.00005S9
3.7146103
-155.3200926
0.0000813
583,9590055
7187188.
11.1342468
0.0010529
-0.0000703
3.7636098
-15E.7285701
C
0.0000838
598.7260248
7148967.
10.985026E
0.0010682
-0.0000850
3.8115166
-156.1421502
C
0.0000863
610.5628413
7078989.
10.8340302
0.0010826
-0.0001006
3.8561134
-156.5813598
C
0.0000888
623.8518666
7029317.
10,6968241
0.0010975
-0.0001157
3.9016918
-157.0072057
C
0.0000913
636.5090734
6975442.
10.5650988
0.0011123
-0.0001309
3.9462154
-157.4383503
C
0.0000938
646.2812S54
6893667.
10.4298488
0.0011260
-0.0001472
3.9872872
-157.8976829
C
0.0000963
657.6563142
6832793.
10.3074766
0.0011403
-0.0001629
4.0296210
-158.3409635
C
0.0000988
668.5175786
6769798.
10.1895790
0.0011544
-0.0001788
4.0710043
-158.7890887
C
0.0001013
678.9970530
6705156.
10.0758754
0.0011684
-0.0001948
4.1114680
-159.2419123
C
0.0001038
693.3341276
6586353.
9.9440535
0.0011799
-0.0002133
4.1444373
-159.7645121
C
0.0001063
693.0359477
6522691.
9.8386994
0.0011936
-0.0002296
4.1832755
-160.2257484
C
0.0001088
702.4147000
6458986.
9.7371369
0.0012071
-0.0002461
4.2213794
-160.6902465
C
0.0001113
711.4954295
6395465.
9.6391813
0.0012206
-0.0002626
4.2587813
-161.1577811
C
0.0001138
720.2858703
6332183.
9.5445950
0.0012339
-0.0002793
4.2954909
-161.6283511
C
0.0001163
728.7490728
6268809.
9.4529578
0.0012471
-0.0002961
4.3314530
-162.1026293
C
0.0001188
736.9880483
6206215.
9.3644911
0.0012602
-0.0003130
4.3668103
-162.5792355
C
0.0001213
745.0256906
6144542.
9.2790805
0.0012733
-0.0003299
4.4015965
-163.0578876
C
0.0001238
752.8266360
6083448.
9.1963659
0.0012862
-0.0003469
4.4357606
-163.5392021
C
0.0001263
760.3799904
6022812.
9.1161033
0.0012991
-0.0003641
4.4692826
-164.0234810
c
0.0001288
767.7766033
5963313.
9.0385284
0.0013119
-0.0003913
4.5022982
-164.S093350
C
0.0001313
774.945S610
5904347.
8.9631614
0.0013246
-0.0003986
4.5347020
-164.9979844
C
0.0001338
781.9049287
5846018.
8.8899242
0.0013372
-0.0004160
4.5665179
-165.4892555
C
0.0001363
788.7557386
5789033.
8.8191402
0.0013498
-0.0004334
4.5979045
-165.9814365
C
0.0001388
795.3215636
5732047.
8.7498675
0.0013622
-0.0004510
4.628S854
-166.4777277
C
0.0001413
801.8044941
S676492.
8.6829036
0.0013747
-0.0004685
4.6588773
-166.9745962
C
0.0001438
808.0764199
5621401.
8.6175479
0.0013870
-0.0004862
4.6885792
-167.4744184
C
0.0001463
814.2296462
5567382.
8.5541071
0.0013992
-0.0005040
4.7178362
-167.9755726
C
0.0001488
820.2180558
5514071.
8.4922722
0.0014114
-0.0005218
4.7465773
-168.4789587
C
0.0001588
842.8489776
5309285.
8.2605597
0.0014596
-0.0005936
4.8568989
-170.5099167
C
0.0001688
863.5750589
5117482.
8.0509164
0.0015068
-0.0006664
4.9601723
-172.5668102
C
0.0001788
882.7318384
4938360.
7.8605274
0.0015533
-0.0007399
5.0S70111
-174.6451108
C
0.0001888
900.3479496
4770055.
7.6859285
0.0015989
-0.0008143
5.1474980
-176.7469965
C
0.0001988
916.8125879
4612894.
7.5260561
0.0016440
-0.0008892
5.2323726
-178.8649808
C
0.0002088
932.2148279
4465700.
7.37889S1
0.0016885
-0.0009647
5.3118411
-180.9984709
C
0.0002188
946.5773290
4327211.
7.2424913
0.0017325
-0.0010407
5.3859881
-183.1487784
C
0.0002288
960.1022253
4197168.
7.1161173
0.0017760
-0.0011172
5.4552311
-185.3114478
C
0.0002388
972.8694378
4074846.
6.9986953
0.0018191
-0.0011941
5.5197594
-187.4852377
C
0.0002488
984.9554633
3959620.
6.8893473
0.0018619
-0.0012713
5.5797541
-189.6687188
C
0.0002588
996.3973494
3850811.
6.7871636
0.0019044
-0.0013488
5.6353207
-191.8616955
C
0.0002688
1007.2144829
3747775.
6.6912734
0.0019465
-0.0014267
5.6865305
-194.0647146
C
0.0002788
1017.5267305
3650320.
6.6014863
0.0019884
-0.001SO48
5.7336308
-196.2739024
C
0.0002888
1027.3993627
3558090.
6.5174360
0.0020301
-0.0015831
5.7767593
-198.4870599
C
0.0002988
1036.7948508
3470443.
6.4382858
0.0020716
-0.0016616
5.8158838
-200.7064057
C
0.0003088
1045.7290779
3386977.
6.3635051
0.0021129
-0.0017403
5.851050S
-202.9324182
C
0.0003188
'1054.3696103
3307826.
6.2935954
0.0021543
-0.0018189
5.8825352
-205.1568040
C
0.0003288
1062.5213281
3232004.
6.2269261
0.0021953
-0.0018979
5.9100744
-207.3906788
C
0.0003388
1070.42S9855
3159929.
6.1645543
0.0022364
-0.0019768
5.9340071
-209.6210651
C
0.0003488
1077.9229587
3090819.
6.1051331
0.0022774
-0.0020558
5.9541452
-211.8576779
C
0.0003588
1085.1973543
3024940.
6.0494994
0.0023185
-0.0021347
5.9706895
-214.0894340
C
0.0003688
1092.0711762
2961549.
5.9962128
0.0023593
-0.0022139
5.9834798
-216.3282357
C
0.0003788
1098.7756457
2901058.
5.946S493
0.0024005
-0.0022927
5.9926839
-218.5583014
C
0.0003888
1105.0907390
2842677.
S.8987600
0.0024413
-0.0023719
5.9981667
-220.7959123
C
0.0003988
1111.2001885
2786709.
5.8539337
0.0024825
-0.0024507
5.9999212
-223.0270865
C
0.0004088
1116.9798979
2732673.
5.8121410
0.0025239
-0.0025293
5.9999269
-225.2484741
C
0.0004188
1122.3390952
2680213.
5.7721042
0.00256S3
-0.0026079
5.9996045
-227.4727279
C
0.0004288
1127.4694953
2629666.
5.7348958
0.0026070
-0.0026862
S.9988888
-229.6852419
C
0.0004388
1132.3850754
2580935.
S.7002857
0.0026492
-0.0027640
5.9976082
-231.8864740
C
0.0004488
1136.9128041
2533510.
5.6667662
0.0026912
-0.0028420
5.9998972
-234.0934892
C
0.0004588
1141.2373549
2487711.
5.6355733
0.0027335
-0.0029197
5.9991401
-236.2891855
C
0.0004688
1145.3925332
2443504.
S.6064668
0.0027762
-0.0029970
5.9974319
-238.4747923
C
Page 9

SPPC
Piles.lp6o
0.0004788
1149.3514594
2400734.
5.5793771
0.0028193
-0.0030739
5.9998244
-240.6494709
C
0.0004888
1153.0188288
2359118.
5.5529844
0.0028622
-0.0031510
5.9985386
-242.8298815
C
0.0004988
1156.5530825
2318903.
5.5282835
0.0029054
-0.0032278
5.9999962
-245.0012899
C
0.0005088
1159.8976963
2279897.
5.5053917
0.0029491
-0.0033041
5.9991023
-246.0808421
C
0.0005188
1163.1306382
2242180.
5.4839280
0.0029930
-0.0033802
S.9967003
-247.1138247
C
0.0005288
1166.1937523
2205567.
S.4640305
0.0030373
-0.0034559
5.9993595
-248.0564794
C
0.000S388
1169.0849039
2169995.
5.4446251
0.0030815
-0.0035317
5.9965079
-248.9260280
C
0.000S488
1171.8157327
2135427.
5.4264055
0.0031259
-0.0036073
5.9993586
-249.726S893
C
0.0006088
1185.9055170
1948099.
5.3404080
0.0033992
-0.0040540
5.9976826
-253.4450400
C
0.0006688
1196.3370518
1788915.
5.2822922
0.0036807
-0.0044925
5.9994783
-255.9700064
C
0.0007288
1196.3370S18
1641629.
5.3321377
0.0040340
-0.0048S92
5.9979951
-257.5551170
C
----____----------------------------------------------P_-__Y-__---_
summaryof Results for Nominal (unfactored) Moment capacity for Section 1
---------------------------------------------------------------------------
Moment values interpolated at maximum compressive strain - 0.003
or maximum developed moment if pile fails at smaller strains.
Load Axial Thrust Nominal mom. cap. Max. Comp.
No. kips in -kip Strain
-_-- ---------------------------------- ------------
1 -60.000 535.927 0.00300000
2 0.000 743.S10 0.00300000
3 180.000 1163.616 0.00300000
Note note that the values of moment capacity in the table above are not
factored by a strength reduction factor (phi -factor).
In ACI 318-08, the value of the strength reduction factor depends on whether
the transverse reinforcing steel bars are spirals or tied hoops.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to ACI 318-08, Section
9.3.2.2 or the value required by the design standard being followed.
--------------------------------------------------------------------------------
Computed values
of Pile Loading and Deflection
--------------------------------------------------------------------------------
for
Lateral Loading
for Load
case Number 1
Pile-head
conditions
are
shear and
Moment
(Loading
Type
1)
Horizontal
shear force
at pile head
-
8000.000 lbs
Applied
moment at pile
head
=
0.000 in-lbs
Axial thrust
load on pile
head
0.000 lbs
Depth
Deflect.
Bending
Shear
slope
Total
Bending
Soil Res.
Soil sp r.
Distrib.
x
y
Moment
Force
S
Stress
Stiffness
p
EX
Lat. Load
inches
inches
in-lbs
lbs
radians
psi*
lb-inA2
Win
lb/inch
lb/inch
----------
0.00
----------
0.3544
----------
2.435E-08
----------
8000.0000
----------
-0.004777
----------
0.000
----------
7.894E+09
----------
0.000
----------
0.000
----------
0.000
6.000
0.3258
48000.
7951.4804
-0.004759
0.000
7.894E+09
-16.1732
297.8778
0.000
12.000
0.2973
95418.
7764.1447
-0.004704
0.000
7.894E+09
-46.2720
933.7632
0.000
18.000
0.2693
141170.
7370.0628
-0.004616
0.000
8.170E+09
-85.0887
1895.6464
0.000
24.000
0.2419
183859.
6745.4854
-0.004497
0.000
8.203E+09
-123.1038
30S3.0137
0.000
30.000
0.2154
222116.
5891.6284
-0.004349
0.000
8.219E+09
-161.5152
4500.0000
0.000
36.000
0.1897
2545S8.
4894.7643
-0.004175
0.000
8.223E+09
-170.7729
5400.0000
0.000
42.000
0.1653
280853.
3861.8886
-0.003971
0.000
7.606E+09
-173.5190
6300.0000
0.000
48.000
0.1421
300901.
2829.7935
-0.003730
0.000
6.912E+09
-170.S127
7200.0000
0.000
54.000
0.1205
314810.
1830.2349
-0.003452
0.000
6.399E+09
-162.6735
8100.0000
0.000
60.000
0.1007
322864.
899.1774
-0.003133
0.000
5.676E+09
-151.0124
9000.0000
0.000
66.000
0.0829
325480.
25.7922
-0.002788
0.000
5.601E+09
-136.7827
9900.0000
0.000
72.000
0.0672
323173.
-747.5125
-0.002443
0.000
5.664E+09
-120.9855
10800.
0.000
79.000
0.0536
316510.
-1423.9341
-0.002122
0.000
6.345E+09
-104.4883
11700.
0.000
84.000
0.0417
306086.
-2000.4182
-0.001835
0.000
6.663E+09
-87.6731
12600.
0.000
90.000
0.0316
292505.
-2476.5223
-0.001575
0.000
7.222E+09
-71.0283
13500.
0.000
96.000
0.0228
276368.
-2854.0937
-0.001347
0.000
7.797E+09
-54.8288
14400.
0.000
102.000
0.0154
258256.
-3136.3791
-0.001147
0.000
8.212E+09
-39.2664
15300.
0.000
108.000
0.009084
238731.
-3327.7586
-0.000965
0.000
8:222E+09
-24.5268
16200.
0.000
114.000
0.003815
218323.
-3433.9547
-0.000799
0.000
8.218E+09
-10.8719
17100.
0.000
120.000
-0.000498
197524.
-3462.0874
-0.000647
0.000
8.210E+09
1.4944
18000.
0.000
126.000
-0.003945
176778.
-3420.3257
-0.000510
0.000
8.199E+09
12.4262
18900.
0.000
132.000
-0.006615
156480.
-3330.7390
-0.000388
0.000
8.184E+09
17.4361
15814.
0.000
138.000
-0.008597
136809.
-3207.3542
-0.000280
0.000
8.166E+09
23.6922
16S34.
0.000
144.000
-0.009976
117991.
-30S0.2094
-0.000186
0.000
8.142E+09
28.6895
17254.
0.000
150.000
-0.0108
100207.
-2866.7765
-0.000106
0.000
8.111E+09
32.4548
17974.
0.000
1S6.000
-0.0112
83590.
-2664.2913
-3.769E-05
0.000
8.071E+09
35.0402
18694.
0.000
162.000
-0.0113
68235.
-2449.6158
1.892E-05
0.000
8.017E+09
36.5183
19414.
0.000
168.000
-0.0110
S4195.
-2229.1285
6.493E-05
0.000
7.941E+09
36.977S
20134.
0.000
174.000
-0.0105
41486.
-2008.6393
0.000101
0.000
7.831E+09
36.5188
20854.
0.000
180.000
-0.009804
30091.
-1793.3285
0.000129
0.000
7.659E+09
35.2514
21574.
0.000
186.000
-0.008959
19966.
-1587.7050
0.000149
0.000
7.361E+09
33.2897
22294.
0.000
192.000
-0.008017
11039.
-1395.5834
0.000162
0.000
6.731E+09
30.7508
23014.
0.000
Page 10

680 PC Pilees11 6o
198.000
-0.007016
3218.5780
-1220.0743
0.0001
6.235E+09
27.7S22
23734.
0.000
204.000
-0.005996
-3602.3279
-1063.5048
0.000168 0.000
6.235E+09
24.4376
24454.
0.000
210.000
-0.004997
-9543.4799
-927.2955
0.000162 0.000
6.536E+09
20.9655
25174.
0.000
216.000
-0.004050
-14730.
-730.4577
0.000151 0.000
7.070E+09
44.6471
66137.
0.000
222.000
-0.003179
-18309.
-472.9662
0.000138 0.000
7.285E+09
41.1834
77730.
0.000
228.000
-0.002399
-2040S.
-236.9476
0.000122 0.000
7.380E+09
37.489S
93802.
0.000
234.000
-0.001717
-21152.
-23.8705
0.000105 0.000
7.409E+09
33.5362
117220.
0.000
240.000
-0.001138
-20692.
164.4622
8.804E-05
0.000
7.391E+09
29.2413
154183.
0.000
246.000
-0.000660
-19179.
325.3464
7.179E-05
0.000
7.326E+09
24.3867
221681.
0.000
252.000
-0.000276
-16788.
453.2429
5.695E-05
0.000
7.203E+09
18.2454
396038.
0.000
258.000
2.331E-05
-13740.
483.9800
4.406E-05
0.000
6.995E+09
-7.9997
2059094.
0.000
264.000
0.000252
-10980.
406.8851
3.327E-05
0.000
6.725E+09
-17.6986
420855.
0.000
270.000
0.000423
-8857.2605
290.7367
2.424E-05
0.000
6.429E+09
-21.0176
298436.
0.000
276.000
0.000543
-7491.1568
220.3483
1.650E-05
0.000
6.235E+09
-2.4452
27010.
0.000
282.000
0.000621
-6213.0807
204.4087
9.906E-06
0.000
6.235E+09
-2.8680
27730.
0.000
288.000
0.000662
-S038.2523
186.3870
4.492E-06
0.000
6.235E+09
-3.1392
28450.
0.000
294.000
0.000674
-3976.4364
167.1323
1.546E-07
0.000
6.235E+09
-3.2790
29170.
0.000
300.000
0.000664
-3032.6648
147.3732
-3.218E-06
0.000
6.235E+09
-3.3074
29890.
0.000
306.000
0.000636
-2207.958S
127.7194
-5.740E-06
0.000
6.235E+09
-3.2439
30610.
0.000
312.000
0.000595
-1500.0317
108.6666
-7.524E-06
0.000
6.235E+09
-3.1071
31330.
0.000
318.000
0.000546
-903.9592
90.6028
-8.681E-06
0.000
6.235E+09
-2.9142
32050.
0.000
324.000
0.000491
-412.7990
73.8174
-9.314E-06
0.000
6.235E+09
-2.6810
32770.
0.000
330.000
0.000434
-18.1509
58.5107
-9.522E-06
0.000
6.235E+09
-2.4213
33490.
0.000
336.000
0.000377
289.3304
44.8050
-9.391E-06
0.000
6.235E+09
-2.1473
34210.
0.000
342.000
0.000321
519.5090
32.7551
-9.002E-06
0.000
6.235E+09
-1.8693
34930.
0.000
348.000
0.000269
682.3921
22.3596
-8.424E-06
0.000
6.235E+09
-1.5958
35650.
0.000
354.000
0.000220
787.8245
13.5711
-7.716E-06
0.000
6.235E+09
-1.3337
36370.
0.000
360.000
0.000176
84S.2453
6.3063
-6.930E-06
0.000
6.235E+09
-1.0879
37090.
0.000
366.000
0.000137
863.5005
0.4554
-6.108E-06
0.000
6.235E+09
-0.8624
37810.
0.000
372.000
0.000103
850.7097
-4.1102
-5.283E-06
0.000
6.235E+09
-0.659S
38530.
0.000
378.000
7.345E-OS
814.1776
-7.5302
-4.482E-06
0.000
6.235E+09
-0.4805
39250.
0.000
384.000
4.891E-05
760.3475
-9.9491
-3.725E-06
0.000
6.23SE+09
-0.3258
39970.
0.000
390.000
2.876E-05
694.7879
-11.5117
-3.024E-06
0.000
6.235E+09
-0.1950
40690.
0.000
396.000
1.262E-05
622.2074
-12.3580
-2.391E-06
0.000
6.235E+09
-0.0871
41410.
0.000
402.000
6.992E-08
546.4919
-12.6207
-1.828E-06
0.000
6.235E+09
-0.000491
42130.
0.000
408.000
-9.322E-06
470.7587
-12.4225
-1.339E-06
0.000
6.235E+09
0.0666
42850.
0.000
414.000
-1.600E-05
397.4222
-11.8743
-9.211E-07
0.000
6.235E+09
0.1162
43570.
0.000
420.000
-2.038E-05
328.2675
-11.0746
-5.719E-07
0.000
6.235E+09
0.1504
44290.
0.000
426.000
-2.286E-05
264.5272
-10.1089
-2.867E-07
0.000
6.235E+09
0.1715
45010.
0.000
432.000
-2.382E-05
206.9601
-9.0500
-5.979E-08
0.000
6.235E+09
0.1815
45730.
0.000
438.000
-2.358E-05
155.9274
-7.9579
1.148E-07
0.000
6.23SE+09
0.182S
46450.
0.000
444.000
-2.244E-05
111.4654
-6.8812
2.435E-07
0.000
6.235E+09
0.1764
47170.
0.000
450.000
-2.065E-05
73.3535
-5.8574
3.324E-07
0.000
6.235E+09
0.1649
47890.
0.000
456.000
-1.845E-05
41.1765
-4.9145
3.875E-07
0.000
6.235E+09
0.1495
48610.
0.000
462.000
-1.600E-05
14.3800
-4.0713
4.143E-07
0.000
6.235E+09
0.1316
49330.
0.000
468.000
-1.348E-05
-7.6796
-3.3393
4.175E-07
0.000
6.235E+09
0.1124
50050.
0.000
474.000
-1.099E-05
-25.6922
-2.7230
4.014E-07
0.000
6.235E+09
0.0930
50770.
0.000
480.000
-8.660E-06
-40.3556
-1.8909
3.696E-07
0.000
6.235E+09
0.1843
127718.
0.000
486.000
-6.558E-06
-48.3830
-0.9120
3.270E-07
0.000
6.235E+09
0.1420
129878.
0.000
492.000
-4.736E-06
-51.2997
-0.1734
2.790E-07
0.000
6.235E+09
0.1042
132038.
0.000
498.000
-3.211E-06
-50.4640
0.3547
2.300E-07
0.000
6.235E+09
0.0718
134198.
0.000
504.000
-1.976E-06
-47.0432
0.7049
1.831E-07
0.000
6.235E+09
0.0449
136358.
0.000
510.000
-1.013E-06
-42.0056
0.9098
1.403E-07
0.000
6.235E+09
0.0234
138518.
0.000
516.000
-2.932E-07
-36.1257
1.0006
1.027E-07
0.000
6.235E+09
0.006874
140678.
0.000
522.000
2.185E-07
-29.9984
1.0056
7.084E-08
0.000
6.235E+09
-O.00S201
142838.
0.000
528.000
5.569E-07
-24.0583
0.9496
4.483E-08
0.000
6.235E+09
-0.0135
144998.
0.000
534.000
7.564E-07
-18.6027
0.8536
2.430E-08
0.000
6.235E+09
-0.0186
147158.
0.000
540.000
8.485E-07
-13.8150
0.7346
8.701E-09
0.000
6.235E+09
-0.0211
149318.
0.000
546.000
8.608E-07
-9.7875
0.6061
-2.656E-09
0.000
6.235E+09
-0.0217
151478.
0.000
552.000
8.166E-07
-6.5423
0.4781
-1.051E-08
0.000
6.235E+09
-0.0209
153638.
0.000
558.000
7.347E-07
-4.0500
0.3582
-1.561E-08
0.000
6.235E+09
-0.0191
155798.
0.000
564.000
6.293E-07
-2.2444
0.2512
-1.864E-08
0.000
6.235E+09
-0.0166
157958.
0.000
570.000
5.110E-07
-1.0352
0.1606
-2.022E-08
0.000
6.235E+09
-0.0136
160118.
0.000
576.000
3.867E-07
-0.3170
0.0883
-2.087E-08
0.000
6.235E+09
-0.0105
162278.
0.000
582.000
2.606E-07
0.0247
0.0355
-2.101E-08
0.000
6.235E+09
-0.007142
164438.
0.000
588.000
1.346E-07
0.1093
0.002986
-2.094E-08
0.000
6.235E+09
-0.003738
166598.
0.000
594.000
9.268E-09
0.0593
-0.009109
-2.086E-08
0.000
6.23SE+09
-0.000261
168758.
0.000
600.000
-1.157E-07
0.000
0.000
-2.083E-08
0.000
6.235E+09
0.003297
85459.
0.000
' This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending.
output verification: Computed forces and moments are within specified convergence limits.
output summary for Load Case No. 1:
Pile -head deflection
Computed slope at pile head
Maximum bending moment
Maximum shear force
Depth of maximum bending moment
Depth of maximum shear force
Number of iterations
Number of zero deflection points
= 0.3544306
-0.0047770
325480.
= 8000.0000000
66.0000000
= 0.000000
= 23
5
inches
radians
inch-lbs
lbs
inches below pile head
inches below pile head
Page 11

sPPc Piles.lp6o
--------------------P--_-----------------------------'
computed values
of Pile Loadingand Deflection
----
--------------------------------------------------------------------------------
for
Lateral Loading
for Load
case Number 2
Pile-head
conditions are
Shear and
Pile
-head
Rotation (Loading
Type 2)
shear force
at pile head
-
8000.000 lbs
Rotation
of
pile head
-
0.000E+00 radians
Axial load
at pile head
=
0.000 lbs
(Zero slope
for this load indicates
fixed -head conditions)
Depth
Deflect.
Bending
shear
slope
Total
sending
Soil Res.
soil spp r.
Distrib.
x
y
Moment
Force
S
stress
Stiffness
P
EX
Lat. Load
inches
inches
in-lbs
lbs
radians
psi*
lb-inn2
lb/in
Winch
lb/inch
--
0.00
0.1237
---------
-362006.
----------
8000.0000
----------
----------
0.000
0.000
--------
6.427E+09
---------
0.000
----------
0.000
--------
0.000
6.000
0.1227
-314006.
7962.2485
-0.000316
0.000
6.427E+09
-12.5838
615.4898
0.000
12.000
0.1199
-266459.
7816.5885
-0.000587
0.000
6.427E+09
-35.9695
1800.0000
0.000
18.000
0.1156
-220207.
7552.5756
-0.000791
0.000
8.218E+09
-52.0348
2700.0000
0.000
24.000
0.1104
-175828.
7197.7461
-0.000936
0.000
8.198E+09
-66.2417
3600.0000
0.000
30.000
0.1044
-133834.
6764.1199
-0.001050
0.000
8.162E+09
-78.3004
4500.0000
0.000
36.000
0.0978
-946S9.
6265.1371
-0.001134
0.000
8.099E+09
-88.0272
5400.0000
0.000
42.000
0.0908
-586S2.
5715.0520
-0.001191
0.000
7.969E+09
-95.3345
6300.0000
0.000
48.000
0.0835
-26078.
5128.3889
-0.001223
0.000
7.567E+09
-100.2199
7200.0000
0.000
54.000
0.0761
2888.4570
4519.4665
-0.001232
0.000
6.235E+09
-102.7543
8100.0000
0.000
60.000
0.0687
28156.
3901.9249
-0.001220
0.000
7.617E+09
-103.0930
9000.0000
0.000
66.000
0.0615
49712.
3288.3392
-0.001190
0.000
7.908E+09
-101.4356
9900.0000
0.000
72.000
0.0544
67616.
2690.0033
-0.001146
0.000
8.014E+09
-98.0097
10800.
0.000
78.000
0.0477
81992.
2116.7690
-0.001090
0.000
8.066E+09
-93.0683
11700.
0.000
84.000
0.0414
93017.
1576.9280
-0.001025
0.000
8.096E+09
-86.8786
12600.
0.000
90.000
0.0354
100915.
1077.1541
-0.000953
0.000
8.113E+09
-79.7127
13500.
0.000
96.000
0.0299
105943.
622.5007
-0.000877
0.000
8.122E+09
-71.8385
14400.
0.000
102.000
0.0249
108385.
216.4455
-0.000798
0.000
8.127E+09
-63.5132
15300.
0.000
108.000
0.0204
108540.
-139.0239
-0.000718
0.000
8.127E+09
-54.9766
16200.
0.000
114.000
0.0163
106716.
-443.2936
-0.000638
0.000
8.124E+09
-46.4466
17100.
0.000
120.000
0.0127
103221.
-696.9816
-0.000560
0.000
8.117E+09
-38.1160
18000.
0.000
126.000
0.009571
98353.
-901.7793
-0.000486
0.000
8.107E+09
-30.1499
18900.
0.000
132.000
0.006874
92399.
-1046.5843
-0.000415
0.000
8.094E+09
-18.1184
15814.
0.000
138.000
0.004588
85794.
-1138.8687
-0.000349
0.000
8.077E+09
-12.6430
16534.
0.000
144.000
0.002684
78733.
-1199.9S34
-0.000298
0.000
8.056E+09
-7.7185
17254.
0.000
150.000
0.001132
71394.
-1233.2822
-0.000232
0.000
8.030E+09
-3.3911
17974.
0.000
156.000
-9.999E-05
63933.
-1242.5209
-0.000181
0.000
7.997E+09
0.3115
18694.
0.000
162.000
-0.001044
56484.
-1231.4507
-0.000136
0.000
7.956E+09
3.3785
19414.
0.000
168.000
-0.001733
49156.
-1203.8718
-9.610E-05
0.000
7.904E+09
5.8145
20134.
0.000
174.000
-0.002197
42038.
-1163.5160
-6.135E-05
0.000
7.837E+09
7.6374
20854.
0.000
180.000
-0.002469
35194.
-1113.9709
-3.164E-05
0.000
7.749E+09
8.8776
21574.
0.000
186.000
-0.002577
28670.
-1058.6119
-6.736E-06
0.000
7.629E+09
9.5754
22294.
0.000
192.000
-0.002S50
22491.
-1000.5451
1.358E-05
0.000
7.458E+09
9.7802
23014.
0.000
198.000
-0.002414
16663.
-942.5574
2.958E-05
0.000
7.196E+09
9.5490
23734.
0.000
204.000
-0.002195
11180.
-887.0738
4.150E-05
0.000
6.748E+09
8.9455
24454.
0.000
210.000
-0.001916
6018.4314
-836.1199
4.936E-05
0.000
6.235E+09
8.0391
25174.
0.000
216.000
-0.001602
1146.4164
-713.6457
S.281E-05
0.000
6.235E+09
32.7856
122756.
0.000
222.000
-0.001282
-2545.3173
-523.9708
5.214E-05
0.000
6.235E+09
30.4394
142428.
0.000
228.000
-0.000977
-5141.2333
-349.2481
4.844E-05
0.000
6.235E+09
27.8015
170765.
0.000
234.000
-0.000701
-6736.2942
-191.1656
4.272E-05
0.000
6.235E+09
24.8926
213046.
0.000
240.000
-0.000464
-7435.2207
-51.3960
3.590E-05
0.000
6.235E+09
21.6973
280472.
0.000
246.000
-0.000270
-7353.0459
69.0488
2.879E-05
0.000
6.235E+09
18.1177
402315.
0.000
252.000
-0.000119
-6618.6352
163.7201
2.207E-05
0.000
6.235E+09
13.7728
696175.
0.000
258.000
-5.418E-06
-5388.4047
219.7541
1.629E-05
0.000
6.235E+09
4.9052
5432179.
0.000
264.000
7.675E-05
-3981.5857
198.7215
1.178E-05
0.000
6.235E+09
-11.9161
931535.
0.000
270.000
0.000136
-3003.7470
119.7256
8.418E-06
0.000
6.235E+09
-14.4158
636317.
0.000
276.000
0.000178
-2544.8782
74.0774
5.748E-06
0.000
6.235E+09
-0.8002
27010.
0.000
282.000
0.000205
-2114.8179
68.8357
3.506E-06
0.000
6.235E+09
-0.9470
27730.
0.000
288.000
0.000220
-1718.8496
62.8676
1.661E-06
0.000
6.235E+09
-1.0424
28450.
0.000
294.000
0.000225
-1360.4068
56.4612
1.795E-07
0.000
6.235E+09
-1.0931
29170.
0.000
300.000
0.000222
-1041.3151
49.8643
-9.762E-07
0.000
6.235E+09
-1.1059
29890.
0.000
306.000
0.000213
-762.0346
43.2849
-1.844E-06
0.000
6.235E+09
-1.0873
30610.
0.000
312.000
0.000200
-521.8964
36.8922
-2.462E-06
0.000
6.235E+09
-1.0436
31330.
0.000
318.000
0.000184
-319.3278
30.8195
-2.867E-06
0.000
6.235E+09
-0.9806
32050.
0.000
324.000
0.000165
-152.0622
25.1665
-3.093E-06
0.000
6.235E+09
-0.9037
32770.
0.000
330.000
0.000146
-17.3299
20.0029
-3.175E-06
0.000
6.235E+09
-0.8175
33490.
0.000
336.000
0.000127
87.9722
15.3718
-3.141E-06
0.000
6.235E+09
-0.7262
34210.
0.000
342.000
0.000109
167.1315
11.2935
-3.018E-06
0.000
6.235E+09
-0.6332
34930.
0.000
348.000
9.115E-05
223.4941
7.7691
-2.830E-06
0.000
6.235E+09
-0.5416
35650.
0.000
354.000
7.481E-05
260.3603
4.7839
-2.597E-06
0.000
6.235E+09
-0.4535
36370.
0.000
360.000
5.998E-05
280.9011
2.3111
-2.337E-06
0.000
6.235E+09
-0.3708
37090.
0.000
366.000
4.677E-05
288.0940
0.3146
-2.063E-06
0.000
6.235E+09
-0.2947
37810.
0.000
372.000
3.522E-05
284.6768
-1.2481
-1.787E-06
0.000
6.235E+09
-0.2262
38530.
0.000
378.000
2.532E-05
273.1169
-2.4236
-1.519E-06
0.000
6.235E+09
-0.1656
39250.
0.000
384.000
1.699E-05
255.5942
-3.2601
-1.265E-06
0.000
6.235E+09
-0.1132
39970.
0.000
390.000
1.014E-05
233.9961
-3.8061
-1.029E-06
0.000
6.235E+09
-0.0688
40690.
0.000
396.000
4.645E-06
209.9215
-4.1086
-8.155E-07
0.000
6.235E+09
-0.0321
41410.
0.000
402.000
3.576E-07
184.6929
-4.2123
-6.256E-07
0.000
6.235E+09
-0.002511
42130.
0.000
408.000
-2.863E-06
159.3740
-4.1585
-4.601E-07
0.000
6.235E+09
0.0204
42850.
0.000
Page
12

07OPC Piles.1 6o
414.000
-5.163E-06
134.7911
-3.9847
-3.
185E-
6.235E+09
0.0375
43570.
0.000
420.000
-6.685E-06
111.5580
-3.7242
-2.000E-07
0.000
6.235E+09
0.0493
44290.
0.000
426.000
-7.563E-06
90.1013
-3.4059
-1.029E-07
0.000
6.235E+09
0.0567
45010.
0.000
432.000
-7.920E-06
70.6870
-3.0546
-2.557E-08
0.000
6.235E+09
0.0604
45730.
0.000
438.000
-7.870E-06
53.4459
-2.6907
3.416E-08
0.000
6.235E+09
0.0609
46450.
0.000
444.000
-7.511E-06
38.3981
-2.3308
7.835E-08
0.000
6.235E+09
0.0590
47170.
0.000
4SO.000
-6.930E-06
25.4760
-1.9878
1.091E-07
0.000
6.235E+09
0.0553
47890.
0.000
456.000
-6.201E-06
14.5449
-1.6711
1.283E-07
0.000
6.235E+09
0.0502
48610.
0.000
462.000
-5.389E-06
5.4226
-1.3875
1.379E-07
0.000
6.235E+09
0.0443
49330.
0.000
468.000
-4.546E-06
-2.1046
-1.1408
1.395E-07
0.000
6.235E+09
0.0379
50050.
0.000
474.000
-3.715E-06
-8.2666
-0.9327
1.346E-07
0.000
6.235E+09
0.0314
50770.
0.000
480.000
-2.931E-06
-13.2970
-0.6512
1.242E-07
0.000
6.235E+09
0.0624
127718.
0.000
486.000
-2.225E-06
-16.0809
-0.3195
1.100E-07
0.000
6.235E+09
0.0482
129878.
0.000
492.000
-1.611E-06
-17.1312
-0.0687
9.406E-08
0.000
6.235E+09
0.0355
132038.
0.000
498.000
-1.096E-06
-16.9053
0.1112
7.768E-08
0.000
6.235E+09
0.0245
134198.
0.000
504.000
-6.787E-07
-15.7969
0.2310
6.195E-08
0.000
6.235E+09
0.0154
136358.
0.000
510.000
-3.526E-07
-14.1332
0.3017
4.755E-08
0.000
6.235E+09
0.008140
138518.
0.000
516.000
-1.081E-07
-12.1765
0.3337
3.489E-08
0.000
6.235E+09
0.002535
140678.
0.000
522.000
6.605E-08
-10.1285
0.3366
2.416E-08
0.000
6.235E+09
-0.001572
142838.
0.000
528.000
1.817E-07
-8.1371
0.3187
1.537E-08
0.000
6.235E+09
-0.004392
144998.
0.000
534.000
2.SO4E-07
-6.3038'
0.2871
8.417E-09
0.000
6.235E+09
-0.006142
147158.
0.000
540.000
2.827E-07
-4.6916
0.2476
3.127E-09
0.000
6.235E+09
-0.007036
149318.
0.000
546.000
2.880E-07
-3.3328
0.2047
-7.345E-10
0.000
6.235E+09
-0.007270
151478.
0.000
552.000
2.739E-07
-2.2356
0.1618
-3.414E-09
0.000
6.235E+09
-0.007014
153638.
0.000
558.000
2.470E-07
-1.3910
0.1215
-5.159E-09
0.000
6.235E+09
-0.006414
155798.
0.000
564.000
2.120E-07
-0.7773
0.08S5
-6.202E-09
0.000
6.235E+09
-0.005582
157958.
0.000
570.000
1.726E-07
-0.3645
O.OSSO
-6.752E-09
0.000
6.235E+09
-0.004605
160118.
0.000
576.000
1.310E-07
-0.1175
0.0305
-6.984E-09
0.000
6.235E+09
-0.003543
162278.
0.000
S82.000
8.876E-08
0.001953
0.0126
-7.039E-09
0.000
6.235E+09
-0.002433
164438.
0.000
588.000
4.6S3E-08
0.0338
0.001436
-7.022E-09
0.000
6.235E+09
-0.001292
166598.
0.000
594.000
4.497E-09
0.0192
-0.002819
-6.997E-09
0.000
6.235E+09
-0.000126
168758.
0.000
600.000
-3.743E-08
0.000
0.000
-6.987E-09
0.000
6.235E+09
0.001066
85459.
0.000
* This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending.
Output verification: Computed forces and moments are within specified convergence limits.
Output Summary for Load Case No. 2:
Pile -head deflection
=
0.1236852 inches
Computed slope
at pile
head
=
0.000000
radians
Maximum bendin moment
-362006.
inch-lbs
Maximum shear
?orce
= 8000.0000000
lbs
Depth of maximum
bending
moment
=
0.000000
inches
below pile
head
Depth of maximum shear
force
=
0.000000
inches
below pile
head
Number of iterations
=
12
Number of zero
deflection
points
=
5
----------------------
---- ----------------------------------------------
Computed values
of Pile
Loading
and Deflection
for
Lateral Loading
for
Load case Number
3
Pile -head conditions
are
shear and
Moment (Loading
Type
1)
Horizontal shear force
at pile head
=
8000.000 lbs
Applied moment
at pile
head
a
0.000 in-lbs
Axial thrust load on pile
head
=
180000.000 lbs
Depth Deflect.
Bending
shear
slope
Total
Bending
Soil
Res.
soil sp r.
Distrib.
x
y
Moment
force
s
stress
Stiffness
p
EX
Lat. Load
inches inches
--------------------
in-lbs
----------
lbs
----------
radians
--------------------
psi'
lb-inA2
----------
lb/in
----------
lb/inch
Winch
0.00
0.3835
1.294E-07
8000.0000
-0.005208
0.000
6.994E+09
0.000
----------
0.000
----------
0.000
6.000
0.3523
53625.
7950.1717
-0.005185
0.000
6.994E+09
-16.6094
282.8938
0.000
12.000
0.3213
106602.
7758.0663
-0.005116
0.000
6.994E+09
-47.42S7
885.5880
0.000
18.000
0.2909
1S7772.
7354.5987
-0.005005
0.000
7.201E+09
-87.0635
1795.7798
0.000
24.000
0.2613
205667.
6717.0884
-0.004854
0.000
7.224E+09
-125.4399
2880.8114
0.000
30.000
0.2327
248861.
5844.9522
-0.004665
0.000
7.235E+09
-165.2722
4262.3330
0.000
36.000
0.2OS3
285883.
4794.8816
-0.004443
0.000
7.240E+09
-184.7514
5400.0000
0.000
42.000
0.1793
315998.
3675.7386
-0.004194
0.000
7.242E+09
-188.2963
6300.0000
0.000
48.000
0.1550
339051.
2553.0260
-0.003923
0.000
7.243E+09
-185.9412
7200.0000
0.000
54.000
0.1323
355107.
1459.5597
-0.003635
0.000
7.243E+09
-178.5475
8100.0000
0.000
60.000
0.1113
364418.
422.9377
-0.003337
0.000
7.243E+09
-166.9931
9000.0000
0.000
66.000
0.0922
367390.
-534.4880
-0.003034
0.000
7.243E+09
-152.1488
9900.0000
0.000
72.000
0.0749
364557.
-139S.5024
-0.002731
0.000
7.243E+09
-134.8560
10800.
0.000
78.000
0.0594
356543.
-2147.7981
-0.002432
0.000
7.243E+09
-115.9092
11700.
0.000
84.000
0.0457
344037.
-2783.6458
-0.002142
0.000
7.243E+09
-96.0400
12600.
0.000
90.000
0.0337
327766.
-3299.4835
-0.001864
0.000
7.243E+09
-75.9059
13500.
0.000
96.000
0.0234
308469.
-3695.4488
-0.001600
0.000
7.242E+09
-56.0825
14400.
0.000
102.000
0.0145
286877.
-3974.8729
-0.001354
0.000
7.240E+09
-37.0588
15300.
0.000
108.000 0.007124
263695.
-4143.7574
-0.001125
0.000
7.237E+09
-19.2360
16200.
0.000
Page 13

SPPG
Piles.lp60
114.000
0.001028
239583.
-4210.2516
-0.000917
0.00�
7.233E+09
-2.9288
17100.
0.000
120.000
-0.003877
215152.
-4184.1473
-0.000728
0.000
7.227E+09
11.6302
18000.
0.000
126.000
-0.007709
190946.
-4076.4032
-0.000559
0.000
7.219E+09
24.2845
18900.
0.000
132.000
-0.0106
167443.
-3919.8149
-0.000410
0.000
7.207E+09
27.9116
15814.
0.000
138.000
-0.0126
144795.
-3731.6351
-0.000280
0.000
7.192E+09
34.8150
16534.
0.000
144.000
-0.0140
123269.
-3506.8162
-0.000168
0.000
7.172E+09
40.1247
17254.
0.000
150.000
-0.0147
103076.
-3254.7501
-7.346E-05
0.000
7.145E+09
43.8974
17974.
0.000
156.000
-0.0148
84371.
-2984.3978
5.422E-06
0.000
7.109E+09
46.2200
18694.
0.000
162.000
-0.0146
67252.
-2704.1268
6.962E-05
0.000
7.057E+09
47.2036
19414.
0.000
168.000
-0.0140
51771.
-2421.5853
0.000120
0.000
6.983E+09
46.9769
20134.
0.000
174.000
-0.0131
37933.
-2143.6113
0.0001S9
0.000
6.868E+09
45.6811
20854.
0.000
180.000
-0.0121
25703.
-1876.1734
0.000187
0.000
6.672E+09
43.4649
21574.0.000
186.000
-0.0109
15014.
-1624.3387
0.000206
0.000
6.276E+09
40.4801
22294.
0.000
192.000
-0.009614
5766.1951
-1392.2633
0.000217
0.000
5.320E+09
36.8784
23014.
0.000
198.000
-0.008296
-2160.9588
-1183.1821
0.000219
0.000
5.320E+09
32.8153
23734.
0.000
204.000
-0.006991
-8904.1297
-999.2504
0.000213
0.000
5.716E+09
28.4953
24454.
0.000
210.000
-0.005743
-14611.
-841.4720
0.000201
0.000
6.251E+09
24.0975
25174.
0.000
216.000
-0.004579
-19436.
-629.5039
0.000185
0.000
6.487E+09
46.5585
61002.
0.000
222.000
-0.003523
-22565.
-361.7908
0.000166
0.000
6.591E+09
42.6792
72681.
0.000
228.000
-0.002590
-24135.
-118.1215
0.000145
0.000
6.634E+09
38.5439
89276.
0.000
234.000
-0.001789
-24295.
99.8146
0.000123
0.000
6.638E+09
34.1015
114397.
0.000
240.000
-0.001118
-23203.
289.7725
0.000101
0.000
6.609E+09
29.2178
156737.
0.000
246.000
-0.000575
-21036.
447.9690
8.098E-05
0.000
6.544E+09
23.5144
245473.
0.000
252.000
-0.000147
-18002.
564.5666
6.293E-05
0.000
6.429E+09
15.3515
627611.
0.000
258.000
0.000180
-14397.
564.4869
4.761E-05
0.000
6.239E+09
-15.3781
511389.
0.000
264.000
0.000425
-11331.
455.9414
3.502E-05
0.000
5.999E+09
-20.8038
294020.
0.000
270.000
0.000601
-9001.4358
323.1873
2.464E-05
0.000
5.731E+09
-23.4476
234221.
0.000
276.000
0.000720
-7505.8909
243.1181
1.583E-05
0.000
5.493E+09
-3.2422
27010.
0.000
282.000
0.000791
-6118,2095
222.4300
8.280E-06
0.000
5.320E+09
-3.6539
27730.
0.000
288.000
0.000820
-4854.6152
199.8100
2.093E-06
0.000
5.320E+09
-3.8861
28450.
0.000
294.000
0.000816
-3725.0091
176.2S46
-2.745E-06
0.000
5.320E+09
-3.9657
29170.
0.000
300.000
0.000787
-2733.6304
152.6014
-6.387E-06
0.000
5.320E+09
-3.9187
29890.
0.000
306.000
0.000739
-1879.9964
129.5339
-8.989E-06
0.000
5.320E+09
-3.7704
30610.
0.000
312.000
0.000679
-1159.8081
107.5897
-1.070E-05
0.000
5.320E+09
-3.5443
31330.
0.000
318.000
0.000611
-565.8019
87.1715
-1.168E-05
0.000
5.320E+09
-3.2618
32050.
324.000
0.000539
-88.5304
68.5603
-1.204E-05
0.000
5.320E+09
-2.9420
32770.
0.000
330.000
0.000466
282.9376
51.9296
-1.194E-05
0.000
5.320E+09
-2.6016
33490.
0.000
336.000
0.000395
560.4042
37.3608
-1.146E-05
0.000
5.320E+09
-2.2547
34210.
0.000
342.000
0.000329
756.0199
24.8581
-1.072E-05
0.000
5.320E+09
-1.9129
34930.
0.000
348.000
0.000267
881.8509
14.3631
-9.794E-06
0.000
5.320E+09
-1.5855
356SO.
0.000
354.000
0.000211
949.5316
5.7687
-8.761E-06
0.000
5.320E+09
-1.2794
36370.
0.000
360.000
0.000162
969.9987
-1.0682
-7.679E-06
0.000
5.320E+09
-0.9996
37090.
0.000
366.000
0.000119
953.2986
-6.3151
-6.594E-06
0.000
5.320E+09
-0.7494
37810.
0.000
372.000
8.258E-05
908.4604
-10.1541
-5.544E-06
0.000
5.320E+09
-0.5303
38530.
0.000
378.000
5.238E-05
843.4257
-12.7729
-4.556E-06
0.000
5.320E+09
-0.3427
39250.
0.000
384.000
2.790E-OS
765.0275
-14.3585
-3.650E-06
0.000
5.320E+09
-0.1858,
39970.
0.000
390.000
8.590E-06
679.0069
-15.0908
-2.835E-06
0.000
5.320E+09
-0.0583
40690.
0.000
396.000
-6.125E-06
590.0623
-15.1387
-2.120E-06
0.000
5.320E+09
0.0423
41410.
0.000
402.000
-1.685E-OS
501.9208
-14.6570
-1.504E-06
0.000
5.320E+09
0.1183
42130.
0.000
408.000
-2.417E-05
417.4265
-13.7843
-9.856E-07
0.000
5.320E+09
0.1726
42850.
0.000
414.000
-2.867E-05
338.6384
-12.6417
-5.592E-07
0.000
S.320E+09
0.2082
43570.
0.000
420.000
-3.088E-05
266.9338
-11.3332
-2.178E-07
0.000
S.320E+09
0.2280
44290.
0.000
426.000
-3.129E-05
203.1109
-9.9451
4.727E-08
0.000
5.320E+09
0.2347
45010.
0.000
432.000
-3.032E-05
147.4900
-8.5479
2.450E-07
0.000
5.320E+09
0.2311
45730.
0.000
438.000
-2.83SE-05
100.0075
--7.1963
3.845E-07
0.000
5.320E+09
0.219S
46450.
0.000
444.000
-2.570E-05
60.3036
-5.9318
4.749E-07
0.000
5.320E+09
0.2021
47170.
0.000
450.000
-2.265E-05
27.9004
-4.7833
5.246E-07
0.000
5.320E+09
0.1809
47890.
0.000
456.000
-1.941E-05
1.7711
-3.7693
S.413E-07
0.000
5.320E+09
0.1572
49610.
0.000
462.000
-1.615E-05
-18.6002
-2.8992
5.318E-07
0.000
5.320E+09
0.1328
49330.
0.000
468.000
-1.303E-05
-34.1678
-2.1748
5.020E-07
0.000
5.320E+09
0.1087
50050.
0.000
474.000
-1.013E-05
-45.7822
-1.5917
4.569E-07
0.000
5.320E+09
0.0857
50770.
0.000
480.000
-7.542E-06
-54.2553
-0.8529
4.005E-07
0.000
5.320E+09
0.1605
127718.
0.000
486.000
-5.323E-06
-56.8827
-0.0257
3.379E-07
0.000
5.320E+09
0.11S2
129878.
0.000
492.000
-3.488E-06
-55.2929
0.5503
2.746E-07
0.000
5.320E+09
0.0768
132038.
0.000
498.000
-2.027E-06
-50.8726
0.9166
2.147E-07
0.000
5.320E+09
0.0453
134198.
0.000
504.000
-9.109E-07
-44.7580
1.1147
1.608E-07
0.000
5.320E+09
0.0207
136358.
0.000
510.000
-9.742E-08
-37.8436
1.1836
1.142E-07
0.000
5.320E+09
0.002249
138518.
0.000
516.000
4.600E-07
-30.8021
1.1S79
7.554E-08
0.000
5.320E+09
-0.0108
140678.
0.000
522.000
8.091E-07
-24.1114
1.0678
4.458E-08
0.000
5.320E+09
-0.0193
142838.
0.000
528.000
9.950E-07
-18.0847
0.9379
2.078E-08
0.000
5.320E+09
-0.0240
144998.
0.000
534.000
1.058E-06
-12.9016
0.7879
3.311E-09
0.000
5.320E+09
-0.0260
147158.
0.000
540.000
1.035E-06
-9.6373
0.6327
-8.834E-09
0.000
5.320E+09
-0.0257
149318.
0.000
546.000
9.525E-07
-5.2896
0.4834
-1.669E-08
0.000
5.320E+09
-0.0240
151478.
0.000
552.000
8.344E-07
-2.8010
0.3471
-2.125E-08
0.000
5.320E+09
-0.0214
153638.
0.000
558.000
6.975E-07
-1.0783
0.2287
-2.344E-08
0.000
5.320E+09
-0.0181
155798.
0.000
564.000
5.532E-07
-0.006206
0.1307
-2.405E-08
0.000
5.320E+09
-0.0146
157958.
0.000
570.000
4.089E-07
0.5416
0.0542
-2.375E-08
0.000
5.320E+09
-0.0109
160118.
0.000
576.000
2.683E-07
0.6958
-0.000275
-2.305E-08
0.000
5.320E+09
-0.007256
162278.
0.000
582.000
1.323E-07
0.5880
-0.0329
-2.232E-08
0.000
5.320E+09
-0.003627
164438.
0.000
588.000
3.708E-10
0.3490
-0.0438
-2.180E-08
0.000
5.320E+09
-1.030E-OS
166598.
0.000
594.000
-1.292E-07
0.1091
-0.0330
-2.154E-08
0.000
5.320E+09
0.003635
168758.
0.000
600.000
-2.581E-07
0.000
0.000
-2.148E-08
0.000
5.320E+09
0.007352
85459.
0.000
This
analysis
makes
computations
of
pile
response using nonlinear
moment -curvature
relationships.
The
above values of
total stress are
computed for combined axial
stress and
do not equal
the
actual stresses in
concrete and steel
in
the
range of
nonlinear
bending.
Page 14

Output verification: computed forces and moments are withinl piles convergence limits
Output summary for Load Case No. 3:
Pile -head deflection =
0.3835359
inches
Computed slope at pile head =
-0.0052079
radians
Maximum bending moment =
367390.
inch-lbs
Maximum shear force =
8000.0000000
lbs
Depth of maximum bending moment =
66.0000000
inches below pile head
Depth of maximum shear force =
0.000000
inches below pile head
Number of iterations =
11
Number of zero deflection points =
5
--------------------------------------------------------------------------
computed values of Pile Loading and Deflection
for Lateral Loading for Load case Number 4
--------------------------------------------------------------------------------
Pile-head conditions are shear and Pile -head Rotation (Loading Type 2)
shear force at pile head 8000.000 lbs
Rotation of pile head 0.000E+00 radians
social load at pile head 180000.000 lbs
(zero slope for this load indicates fixed -head conditions)
Depth Deflect. Bending shear slope
x y Moment Force S
inches inches in-lbs lbs radians
______ __________________ ---------- ----------
_
0.00 0.1264 374768. 8000.0000 0.000
6.000 0.1255 --326600. 7962.0496-0.000291
12.000 0.1229-278596. 7813.4646-0.000541
18.000 0.1190-231670. 7542.1966-0.000753
24.000 0.1139-186464. 7176.5521-0.000926
30.000 0.1079-143550. 6728.8290-0.001064
36.000 0.1011-103420. 6213.0646-0.001167
42.000 0.0939-66473. 5644.3287-0.001239
48.000 0.0863-33013. 5038.0876-0.001282
54.000 0.0785-3247.7904 4409.6477-0.001298
60.000 0.0707 22707. 3773.6559-0.001289
66.000 0.0630 44821. 3143.6148-0.001260
72.000 0.0556 63151., 2531.5799-0.001213
78.000 0.0485 77821. 1948.0104-0.001154
84.000 0.0417 89019. 1401.6331-0.001083
90.000 0.0355 96980. 899.3791-0.001005
96.000 0.0297 101982. 446.3846-0.000921
102.000 0.0244 104327. .-46.0468-0.000835
108.000 0.0197 104337.-299.8732-0.000747
114.000 0.0154 102342.-591.1115-0.000660
120.000 0.0117 98670.-828.7352-0.000576
126.000 0.008529 93641.-1014.9579-0.000495
132.000 0.005796 87559.-1141.3943-0.000419
138.000 0.003506 80848.-1216.2139-0.000348
144.000 0.001626 73715.-1259.2299-0.000282
150.000 0.000121 66347.-1274.3422-0.000223
156.000-0.001046 58904.-1265.6503-0.000169
162.000-0.001911 51525.-1237.3256-0.000122
168.000-0.002510 44320.-1193.5117 -8.065E-OS
174.000-0.002879 37377.-1138.2305 -4.512E-05
180.000-0.003051 30759.-1075.3013 -1.515E-OS
186.000-0.003060 24506.-1008.2731 9.547E-06
192.000-0.002937 18639.-940.3662 2.928E-05
198.000-0.002709 13158.-874.4251 4.436E-OS
204.000-0.002404 8049.7525-812.8779 5.510E-OS
210.000-0.002048 3284.7012-757.7026 6.127E-05
216.000-0.001669-1175.0324-631.9187 6.246E-05
222.000-0.001298-4433.2456-439.8362 5.930E-05
228.000-0.000957-6581.1S88-264.4361 S.309E-OS
234.000-0.000661-7721.1565-107.2690 4.519E-OS
240.000-0.00041S-7966.0066 30.1039 3.672E-05
246.000-0.000221-7439.2299 145.6428 2.837E-05
252.000 -7.474E-05-6279.5617 235.5564 2.075E-05
258.000 2.854E-05-4657.3819 251.0935 1.459E-05
264.000 0.000100-3297.9480 191.1136 1.010E-05
270.000 0.000150-2385.8373 109.8433 6.896E-06
276.000 0.000183-1994.7245 63.712S 4.426E-06
282.000 0.000203-1630.8482 58.4276 2.382E-06
288.000 0.000212-1298.7382 52.6043 7.299E-07
294+000 0.000212-1001.1729 46.5073 -5.670E-07
300.000 0.000205-739.4265 40.3S95 -1.548E-06
306.000 0.000193-513.5145 34.3437 -2.255E-06
312.000 0.000178-322.4312 28.6044 -2.726E-06
318.000 0.000160-164.3734 23.2503 -3.001E-06
324.000 0.000142-36.9463 18.3582 -3.114E-06
Total
Bending
Soil Res.
Soil Sp r.
Distrib.
Stress
stiffness
p
Es*
Lat. Load
psi.
lb-i M2
lb/in
lb/inch
lb/inch
0.000
7.243E+09
0.000
0.000
0.000
0.000
7.243E+09
-12.6501
604.8745
0.000
0.000
7.243E+09
-36.8782
1800.0000
0.000
0.000
7.231E+09
-53.5445
2700.0000
0.000
0.000
7.217E+09
-68.3370
3600.0000
0.000
0.000
7.191E+09
-80.9040
4500.0000
0.000
0.000
7.146E+09
-91.0174
5400.0000
0.000
0.000
7.054E+09
-98.5612
6300.0000
0.000
0.000
6.805E+09
-103.5192
7200.0000
0.000
0.000
5.320E+09
-105.9608
8100.0000
0.000
0.000
6.594E+09
-106.0365
9000.0000
0.000
0.000
6.933E+09
-103.9772
9900.0000
0.000
0.000
7.041E+09
-100.0344
10800.
0.000
0.000
7.092E+09
-94.4888
11700.
0.000
0.000
7.119E+09
-87.6370
12600.
0.000
0.000
7.135E+09
-79.7810
13500.
0.000
0.000
7.143E+09
-71.2172
14400.
0.000
0.000
7.147E+09
-62.2287
15300.
0.000
0.000
7.147E+09
-53.0779
16200.
0.000
0.000
7.144E+09
-44.0015
17100.
0.000
0.000
7.138E+09
-35.2064
18000.
0.000
0.000
7.128E+09
-26.8678
18900.
0.000
0.000
7.116E+09
-15.2776
15814.
0.000
0.000
7.100E+09
-9.6622
16534.
0.000
0.000
7.079E+09
-4.6761
17254.
0.000
0.000
7.054E+09
-0.3617
17974.
0.000
0.000
7.022E+09
3.2590
18694.
0.000
0.000
6.981E+09
6.1826
19414.
0.000
0.000
6.929E+09
8.4221
20134.
0.000
0.000
6.861E+09
10.0050
20854.
0.000
0.000
6.770E+09
10.9714
21574.
0.000
0.000
6.643E+09
11.3714
22294.
0.000
0.000
6.455E+09
11.2642
23014.
0.000
0.000
6.151E+09
10.7161
23734.
0.000
0.000
5.585E+09
9.7996
24454.
0.000
0.000
5.320E+09
8.5922
25174.
0.000
0.000
5.320E+09
33.3358
119835.
0.000
0.000
5.320E+09
30.6917
141843.
0.000
0.000
5.320E+09
27.7750
174055.
0.000
0.000
5.534E+09
24.6141
223367.
0.000
0.000
5.575E+09
21.1769
306081.
0.000
0.000
5.483E+09
17.3361
471711.
0.000
0.000
5.320E+09
12.6351
1014325.
0.000
0.000
5.320E+09
-7.4561
1567573.
0.000
0.000
5.320E+09
-12.S372
749959.
0.000
0.000
5.320E+09
-14.5529
583077.
0.000
0.000
5.320E+09
-0.8241
27010.
0.000
0.000
5.320E+09
-0.9376
27730.
0.000
0.000
5.320E+09
-1.003S
28450.
0.000
0.000
5.320E+09
-1.0288
29170.
0.000
0.000
5.320E+09
-1.0204
29890.
0.000
0.000
5.320E+09
-0.9848
30610.
0.000
0.000
5.320E+09
-0.9283
31330.
0.000
0.000
5.320E+09
-0.8564
32050.
0.000
0.000
5.320E+09
-0.7743
32770.
0.000
Page 15

sppc
Piles.lp6o
330.000
0.000123
62.6517
13.9765
-3.100E-06
0.000
5.320E+09
-0.6863
33490.
0.000
336.000
0.000105
137.4667
10.1289
-2.987E-06
0.000
5.320E+09
-0.5962
34210.
0.000
342.000
8.711E-05
190.6505
6.8188
-2.802E-06
.0.000
5.320E+09
-0.5071
34930.
0.000
348.000
7.095E-05
225.3451
4.0328
-2.567E-06
0.000
5.320E+09
-0.4215
35650.
0.000
354.000
5.630E-05
244.5900
1.7443
-2.302E-06
0.000
5.320E+09
-0.3413
36370.
0.000
360.000
4.332E-05
251.2504
-0.0829
-2.023E-06
0.000
5.320E+09
-0.2678
37090.
0.000
366.000
3.203E-05
247.9651
-1.4917
-1.741E-06
0.000
5.320E+09
-0.2018
37810.
0.000
372.000
2.242E-05
237.1114
-2.5292
-1.468E-06
0.000
5.320E+09
-0.1440
38530.
0.000
378.000
1.442E-05
220.7856
-3.2440
-1.210E-06
0.000
5.320E+09
-0.0943
39250.
0.000
384.000
7.906E-06
200.7957
-3.6850
-9.719E-07
0.000
5.320E+09
-0.0527
39970.
0.000
390.000
2.754E-06
178.6654
-3.8990
-7.579E-07
0.000
5.320E+09
-0.0187
40690.
0.000
396.000
-1.189E-06
155.6450
-3.9304
-5.694E-07
0.000
5.320E+09
0.008207
41410.
0.000
402.000
-4.079E-06
132.7306
-3.8198
-4.068E-07
0.000
5.320E+09
0.0286
42130.
0.000
408.000
-6.071E-06
110.6855
-3.6039
-2.696E-07
0.000
5.320E+09
0.0434
42850.
0.000
414.000
-7.314E-06
90.0665
-3.3145
-1.564E-07
0.000
5.320E+09
0.0531
43570.
0.000
420.000
-7.947E-06
71.2498
-2.9791
-6.540E-08
0.000
5.320E+09
0.0587
44290.
0.000
426.000
-8.098E-06
54.4581
-2.6209
5.488E-09
0.000
5.320E+09
0.0608
4SO10.
0.000
432.000
-7.881E-06
39.7871
-2.2584
5.863E-08
0.000
5.320E+09
0.0601
45730.
0.000
438.000
-7.395E-06
27.2302
-1.9065
9.642E-08
0.000
5.320E+09
0.0572
46450.
0.000
444.000
-6.724E-06
16.7010
-1.5762
1.212E-07
0.000
5.320E+09
0.0529
47170.
0.000
450.000
-5.941E-06
8.0546
-1.2753
1.351E-07
0.000
5.320E+09
0.0474
47890.
0.000
456.000
-5.102E-06
1.1053
-1.0090
1.403E-07
0.000
5.320E+09
0.0413
48610.
0.000
462.000
-4.257E-06
-4.3571
-0.7800
1.385E-07
0.000
5.320E+09
0.03SO
49330.
0.000
468.000
-3.441E-06
-8.5542
-0.5889
1.312E-07
0.000
5.320E+09
0.0287
50050.
0.000
474.000
-2.682E-06
-11.7077
-0.4347
1.198E-07
0.000
5.320E+09
0.0227
50770.
0.000
480.000
-2.003E-06
-14.0299
-0.2387
1.053E-07
0.000
5.320E+09
0.0426
127718.
0.000
486.000
-1.419E-06
-14.7997
-0.0186
8.901E-08
0.000
5.320E+09
0.0307
129878.
0.000
492.000
-9.353E-07
-14.4454
0.1353
7.252E-08
0.000
5.320E+09
0.0206
132038.
0.000
498.000
-5.491E-07
-13.3326
0.2339
5.685E-08
0.000
5.320E+09
0.0123
134198.
0.000
504.000
-2.531E-07
-11.7614
0.2880
4.270E-08
0.000
5.320E+09
0.005752
136358.
0.000
510.000
-3.667E-08
-9.9688
0.3078
3.045E-08
0.000
5.320E+09
0.000847
138518.
0.000
516.000
1.123E-07
-8.1336
0.3024
2.024E-08
0.000
5.320E+09
-0.002633
140678.
0.000
522.000
2.062E-07
-6.3832
0.2798
1.206E-08
0.000
5.320E+09
-0.004910
142838.
0.000
528.000
2.570E-07
-4.8019
0.2465
5.750E-09
0.000
5.320E+09
-0.006210
144998.
0.000
534.000
2.752E-07
-3.4382
0.2076
1.104E-09
0.000
5.320E+09
-0.006751
1471S8.
0.000
540.000
2.702E-07
-2.3134
0.1671
-2.140E-09
0.000
5.320E+09
-0.006725
149318.
0.000
546.000
2.496E-07
-1.4279
0.1281
-4.249E-09
0.000
5.320E+09
-0.006301
151478.
0.000
552.000
2.192E-07
-0.7674
0.0923
-5.487E-09
0.000
5.320E+09
-0.005614
153638.
0.000
558.000
1.837E-07
-0.3081
0.0612
-6.093E-09
0.000
5.320E+09
-0.004771
15S798.
0.000
564.000
1.461E-07
-0.0202
0.0353
-6.279E-09
0.000
5.320E+09
-0.003847
157958.
0.000
570.000
1.084E-07
0.1292
0.0151
-6.217E-09
0.000
5.320E+09
-0.002892
160118.
0.000
576.000
7.151E-08
0.1744
0.000623
-6.046E-09
0.000
5.320E+09-0.001934
162278.
0.000
582.000
3.582E-08
0.1498
-0.008125
-5.863E-09
0.000
5.320E+09
-0.000982
164438.
0.000
588.000
1.152E-09
0.0896
-0.0112
-5.728E-09
0.000
5.320E+09
-3.200E-05
166598.
0.000
594.000
-3.291E-08
0.0281
-0.008485
-5.662E-09
0.000
5.320E+09
0.000926
168758.
0.000
600.000
-6.679E-08
0.000
0.000
-5.646E-09
0.000
5.320E+09
0.001903
85459.
0.000
This
analysis
makes
computations
of
pile
response using nonlinear
moment -curvature
relationships.
The
above values of
total
stress
are
computed
for combined
axial
stress and
do not equal
the
actual stresses in concrete
and
steel
in
the
range of
nonlinear
bending.
Output verification: computed forces and moments are within specified convergence limits.
Output summary for Load Case No. 4:
Pile -head deflection
0.1264133
inches
computed slope at pile head =
0.000000
radians
maximum bending moment =
-374768.
inch-lbs
maximum shear force =
8000.0000000
lbs
Depth of maximum bending moment =
0.000000
inches below pile head
Depth of maximum shear force =
0.000000
inches below pile head
Number of iterations -
10
Number of zero deflection points -
5
---------------------------------------------------------------------------
computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number S
--------------------------------------------------------------------------------
Pile-head conditions are shear and moment (Loading Type 1)
Horizontal shear force at pile head
Applied moment at pile head
Axial thrust load on pile head
Depth Deflect. Bending shear
x y moment Force
inches inches in-lbs lbs
----------------
0.00 8000.0000
7952.0331
7766.7087
7376.5570
6757.3116
----------
0.3422
----------
-4.511E-08
6.000
0.3146
46345.
12.000
0.2872
92128.
18.000.
0.2603
136290.
24.000
0.2341
177457.
8000.000 lbs
0.000 in-lbs
_-60000.000 lbs
slope Total Bending soil Res.
s stress stiffness p
radians psi• lb-inA2 lb/in
----------------------------------------
-0.004597 0.000 7.313E+09 0.000
-0.004578 0.000 7.313E+09-15.9890
-0.004521 0.000 7.313E+09-45.7858
-0.004431 0.000 7.783E+09-84.2648
-0.004310 0.000 7.841E+09-122.1504
Page 16
Soil 5pp r. Distrib.
Es°h Lat. Load
lb/inch lb/inch
-------------------
0.000 0.000
304.9407 0.000
956.3786 0.000
1941.9968 0.000
3131 0574 0.0aa00
EG�tlVL__[
JAN 0 8 2013
rf

Pi105000607.832E+09
30.000
0.2086
214275.
5921.4654
-0.004160P0
-156.4650
4500.0000
0.000
36.000
0.1842
245519.
4954.8652
-0.003981
0.000
7.591E+09
-165.7350
5400.0000
0.000
42.000
0.1608
270866.
3951.0000
-0.003772
0.000
7.230E+09
-168.8867
6300.0000
0.000
48.000
0.1389
290215.
2944.3444
-0.003S33
0.000
6.869E+09
-166.6652
7200.0000
0.000
54.000
0.1185
303655.
1964.6193
-0.003268
0.000
6.586E+09
-159.9099
8100.0000
0.000
60.000
0.0997
311438.
1036.3493
-0.002984
0.000
6.410E+09
-149.513S
9000.0000
0.000
66.000
0.0826
313943.
178.6986
-0.002689
0.000
6.346E+09
-136.3701
9900.0000
0.000
72.000
0.0674
311646.
-594.3850
-0.002395
0.000
6.402E+09
-121.3244
10800.
0.000
78.000
0.0539
305086.
-1273.7243
-0.002109
0.000
6.552E+09
-10S.1220
11700.
0.000
84.000
0.0421
294842.
-1854.2657
-0.001839
0.000
6.773E+09
-88.3918
12600.
0.000
90.000
0.0318
281511.
-2334.3680
-0.001S88
0.000
7.040E+09
-71.6423
13500.
0.000
96.000
0.0230
265686.
-2715.1127
-0.001359
0.000
7.315E+09
-55.2726
14400.
0.000
102.000
0.0155
247951.
-2999.7124
-0.001152
0.000
7.562E+09
-39.5939
15300.
0.000
108.000
0.009204
228860.
-3193.0487
-0.000965
0.000
7.748E+09
-24.8515
16200.
0.000
114.000
0.003945
208939.
-3301.3314
-0.000797
0.000
7.847E+09
-11.2427
17100.
0.000
120.000
-0.000356
188671.
-3331.8553
-0.000645
0.000
7.852E+09
1.0681
18000.
0.000
126.000
-0.003792
168493.
-3292.8171
-0.000508
0.000
7.831E+09
11.9446
18900.
0.000
132.000
-0.006453
148791.
-3205.9564
-0.000386
0.000
7.804E+09
17.0090
15814.
0.000
138.000
-0.008428
129743.
-3085.2524
-0.000279
0.000
7.770E+09
23.2257
16534.
0.000
144.000
-0.009802
111567.
-2931.0125
-0.000186
0.000
7.727E+09
28.1876
17254.
0.000
150.000
-0.0107
94437.
-2750.6833
-0.000105
0.000
7.671E+09
31.9221
17974.
0.000
156.000
-0.0111
78483.
-2551.4751
-3.747E-05
0.000
7.598E+09
34.4806
18694.
0.000
162.000
-0.0111
63792.
-2340.2295
1.902E-05
0.000
7.501E+09
35.9346
19414.
0.000
168.000
-0.0108
50414.
-2123.3140
6.506E-05
0.000
7.368E+09
36.3706
20134.
0.000
174.000
-0.0103
38360.
-1906.5436
0.000102
0.000
7.176E+09
35.8862
20854.
0.000
180.000
-0.009619
27609.
-1695.1249
0.000130
0.000
6.884E+09
34.5867
21574.
0.000
186.000
-0.008768
18111.
-1493.6210
0.000150
0.000
6.398E+09
32.5813
22294.
0.000
192.000
-0.007816
9793.2958
-1305.9345
0.000164
0.000
5.446E+09
29.9809
23014.
0.000
198.000
-0.006799
2558.3645
-1135.3045
0.000171
0.000
4.303E+09
26.8958
23734.
0.000.
204.000
-0.005761
-3707.0336
-984.1788
0.000170
0.000
4.303E+09
23.4794
24454.
0.000
210.000
-0.004753
-9129.0331
-853.9086
0.000163
0.000
5.321E+09
19.9440
25174.
0.000
216.000
-0.003808
-13837.
-662.7643
0.000151
0.000
6.016E+09
43.7708
68971.
0.000
222.000
-0.002945
-16974.
-410.8841
0.000136
0.000
6.311E+09
40.1893
81882.
0.000
228.000
-0.002179
-18670.
-181.2200
0.000119
0.000
6.438E+09
36.3654
100138.
0.000
234.000
-0.001517
-19063.
24.6449
0.000101
0.000
6.465E+09
32.2562
127553.
0.000
240.000
-0.000962
-18301.
204.6534
8.401E-05
0.000
6.412E+09
27.7466
173082.
0.000
246.000
-0.000509
-16546.
355.4448
6.754E-05
0.000
6.277E+09
22.5171
265350.
0.000
252.000
-0.000151
-13987.
468.8028
5.268E-05
0.000
6.033E+09
15.2689
60S318.
0.000
258.000
0.000123
-10883.
473.8956
3.993E-05
0.000
5.631E+09
-13.5713
662028.
0.000
264.000
0.000328
-8271.4097
375.7884
2.931E-05
0.000
5.151E+09
-19.1311
350212.
0.000
270.000
0.000475
-6352.2215
2S3.2162
2.036E-05
0.000
4.615E+09
-21.7263
274597.
0.000
276.000
0.000572
-5218.1525
180.3108
1.260E-05
0.000
4.303E+09
-2.5755
27010.
0.000
282.000
0.000626
-4179.4224
163.9062
6.045E-06
0.000
4.303E+09
-2.8926
27730.
0.000
288.000
0.000645
-3246.9250
146.0578
8.678E-07
0.000
4.303E+09
-3.0568
28450.
0.000
294.000
0.000636
-2426.1035
127.6069
-3.087E-06
0.000
4.303E+09
-3.0935
29170.
0.000
300.000
0.000608
-1717.8649
109.2455
-5.976E-06
0.000
4.303E+09
-3.0270
29890.
0.000
306.000
0.000565
-1119.4605
91.5236
-7.955E-06
0.000
4.303E+09
-2.8803
30610.
0.000
312.000
0.000512
-625.3091
74.8595
-9.171E-06
0.000
4.303E+09
-2.6744
31330.
0.000
318.000
0.000455
-227.7497
59.5525
-9.766E-06
0.000
4.303E+09
-2.4279
32050.
0.000
324.000
0.000395
82.2892
45.7968
-9.867E-06
0.000
4.303E+09
-2.1573
32770.
0.000
330.000
0.000336
314.7078
33.6966
-9.590E-06
0.000
4.303E+09
-1.8761
33490.
0.000
336.000
0.000290
479.7435
23.2805
-9.037E-06
0.000
4.303E+09
-1.5959
34210.
0.000
342.000
0.000228
587.5679
14.S163
-8.292E-06
0.000
4.303E+09
-1.3255
34930.
0.000
348.000
0.000180
647.9687
7.3243
-7.431E-06
0.000
4.303E+09
-1.0718
35650.
0.000
3S4.000
0.000139
670.1094
1.5900
-6.512E-06
0.000
4.303E+09
-0.8396
36370.
0.000
360.000
0.000102
662.3597
-2.8251
-5.583E-06
0.000
4.303E+09
-0.6320
37090.
0.000
366.000
7.152E-05
632.1887
-6.0733
-4.681E-06
0.000
4.303E+09
-0.4507
37810.
0.000
372.000
4.608E-05
586.1106
-8.3130
-3.831E-06
0.000
4.303E+09
-0.2959
38530.
0.000
378.000
2.554E-05
529.6741
-9.7020
-3.053E-06
0.000
4.303E+09
-0.1671
39250.
0.000
384.000
9.440E-06
467.4880
-10.3920
-2.358E-06
0.000
4.303E+09
-0.0629
39970.
0.000
390.000
-2.753E-06
403.2726
-10.5246
-1.751E-06
0.000
4.303E+09
0.0187
40690.
0.000
396.000
-1.157E-05
339.9317
-10.2290
-1.233E-06
0.000
4.303E+09
0.0799
41410.
0.000
402.000
-1.755E-05
279.6366
-9.6198
-8.009E-07
0.000
4.303E+09
0.1232
42130.
0.000
408.000
-2.118E-05
223.9174
-8.7964
-4.498E-07
0.000
4.303E+09
0.1513
42850.
0.000
414.000
-2.294E-05
173.7564
-7.8427
-1.726E-07
0.000
4.303E+09
0.1666
43570.
0.000
420.000
-2.325E-05
129.6809
-6.8279
3.900E-08
0.000
4.303E+09
0.1716
44290.
0.000
426.000
-2.248E-05
91.8497
-5.8071
1.934E-07
0.000
4.303E+09
0.1686
45010.
0.000
432.000
-2.093E-05
60.1345
-4.8227
2.994E-07
0.000
4.303E+09
0.1595
45730.
0.000
438.000
-1.888E-05
34.1927
-3.9055
3.652E-07
0.000
4.303E+09
0.1462
46450.
0.000
444.000
-1.655E-05
13.5310
-3.0767
3.984E-07
0.000
4.303E+09
0.1301
47170.
0.000
450.000
-1.410E-05
-2.4402
-2.3487
4.062E-07
0.000
4.303E+09
0.1126
47890.
0.000
4S6.000
-1.168E-05
-14.3605
-1.7272
3.945E-07
0.000
4.303E+09
0.0946
48610.
0.000
462.000
-9.369E-06
-22.8827
-1.2124
3.685E-07
0.000
4.303E+09
0.0770
49330.
0.000
468.000
-7.253E-06
-28.6435
-0.7998
3.326E-07
0.000
4.303E+09
0.060S
50050.
0.000
474.000
-5.378E-06
-32.2405
-0.4817
2.901E-07
0.000
4.303E+09
0.045S
50770.
0.000
480.000
-3.772E-06
-34.2156
-0.1044
2.438E-07
0.000
4.303E+09
0.0803
127718.
0.000
486.000
-2.452E-06
-33.3174
0.2957
1.967E-07
0.000
4.303E+09
0.0531
129878.
0.000
492.000
-1.411E-06
-30.5250
0.5482
1.522E-07
0.000
4.303E+09
0.0311
132038.
0.000
498.000
-6.257E-07
-26.6299
0.6833
1.124E-07
0.000
4.303E+09
0.0140
134198.
0.000
504.000
-6.301E-08
-22.2443
0.7296
7.828E-08
0.000
4.303E+09
0.001432
136358.
0.000
510.000
3.136E-07
-17.8184
0.7122
5.035E-08
0.000
4.303E+09
-0.007241
138518.
0.000
516.000
5.412E-07
-13.6620
0.6524
2.840E-08
0.000
4.303E+09
-0.0127
140678.
0.000
522.000
6.54SE-07
-9.9693
0.5676
1.193E-08
0.000
4.303E+09
-0.0156
142838.
0.000
528.000
6.843E-07
-6.8425
0.4712
2.056E-10
0.000
4.303E+09
-0.0165
144998.
0.000
534.000
6.569E-07
-4.3145
0.3733
-7.573E-09
0.000
4.303E+09
-0.0161
147158.
0.000
540.000
5.934E-07
-2.3686
0.2806
-1.223E-08
0.000
4.303E+09
-0.0148
149318.
0.000
546.000
5.101E-07
-0.9556
0.1977
-1.455E-08
0.000
4.303E+09
-0.0129
151478.
0.000
. SS2.000i"4:188E-07.'40.006777
0.1269
-1.522E-08
0.000
4.303E+09
-0.0107
153638.
0.000
Page 17

SPPC
Piles.lpp6o
558.000
3.275E-07
0.5560
0.0692
-1.484E-08
0.000
4.303E+09
-0.008SO4
155798. 0.000
564.000
2.408E-07
0.8129
0.0247
-1.388E-08
0.000
4.303E+09
-0.006339
157958. 0.000
570.000
1.609E-07
0.8420
-0.007226
-1.273E-08
0.000
4.303E+09
-0.004293
160118. 0.000
576.000
8.802E-08
0.7170
-0.0272
-1.164E-08
0.000
4.303E+09
-0.002381
162278. 0.000
582.000
2.116E-08
0.5067
-0.0361
-1.079E-08
0.000
4.303E+09
-0.000580
164438. 0.000
.
588.000
-4.145E-08
0.2757
-0.0344
-1.024E-08
0.000
4.303E+09
0.001151
166598. 0.000
594.000
-1.018E-07
0.0863
-0.0224
-9.992E-09
0.000
4.303E+09
0.002862
168758. 0.000
600.000
-1.614E-07
0.000
0.000
-9.932E-09
0.000
4.303E+09
0.004596
85459. 0.000
" This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending.
output verification: computed forces and moments are within specified convergence limits.
output summary for Load case No. 5:
Pile -head deflection = 0.3421803 inches
computed slope at pile head-0.0045970 radians
Maximum bending moment 313943. inch-lbs
Maximum shear force 8000.0000000 lbs
Depth of maximum bending moment = 66.0000000 inches below pile head
Depth of maximum shear force = 0.000000 inches below pile head
Number of iterations 12
Number of zero deflection points 5
-------------------------------------------------------------- ------
computed values of Pile Loading and Deflection
for Lateral Loading for Load case Number 6
---------------------------------------------------------------------------
Pile-head conditions are shear and Pile -head Rotation (Loading Type 2)
shear force at pile head 8000.000 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head =-60000.000 lbs
(zero slope for this load indicates fixed -head conditions)
Depth Deflect. Bending Shear Slope
x y Moment Force s
inches inches in-lbs lbs radians
------- ---------- ---------- ---------- ---------- --
0.00 0.1241-359107. 8000.0000 0.000
6.000 0.1231-311167. 7962.2159-0.000313
12.000 0.1204-263786. 7816.0928-0.000582
18.000 0.1161-217794. 7550.9602-0.000789
24.000 0.1109-173743. 7194.5344-0.000939
30.000 0.1049-132135. 6758.9399-0.001057
36.000 0.0982-93396. 6257.7685-0.001144
42.000 0.0911-57866. 5705.4668-0.001204
48.000 0.0838-25798. 5116.7812-0.001239
54.000 0.0763 2643.3943 4506.2752-0.001248
60.000 0.0688 27379. 3887.7803-0.001235
66.000 0.0615 48408. 3273.9692-0.001203
72.000 0.0544 65800. 2676.1835-0.001157
78.000 0.0476 79689. 2104.2884-0.001099
84.000 0.0412 90261. 1566.5567-0.001032
90.000 0.0352 97745. 1069.6165-0.000959
96.000 0.0297 102406. 618.4532-0.000881
102.000 0.0246 104532. 216.4603-0.000800
108.000 0.0201 104427.-134.4699-0.000719
114.000 0.0160 102401.-433.8237-0.000638
120.000 0.0124 98762.-682.3198-0.000560
126.000 0.009284 93810.-881.7466-0.000484
132.000 0.006597 87832.-1021.6430-0.000413
138.000 0.004324 81253.-1109.5584-0.000347
144.000 0.002436 74268.-1166.3216-0.000285
150.000 0.000900 67052.-1195.4235-0.000229
156.000-0.000315 59758.-1200.5687-0.000178
162.000-0.001242 52516.-1185.5714-0.000133
168.000-0.001913 45435.-1154.2605 -9.318E-05
174.000-0.002360 38598.-1110.3964 -5.838E-05
180.000-0.002613 32068.-1057.5977 -2.856E-05
186.000-0.002703 25886.-999.2788 -3.483E-06
192.000-0.002655 20074.-938.5974 1.713E-05
198.000-0.002497 14635.-878.4097 3.355E-05
204.000-0.002253 9557.4339-821.2335 4.606E-05
210.000-0.001944 4813.7790-769.2160 5.472E-05
216.000-0.001596 366.2378-646.3365 5.833E-05
222.000-0.001244-2900.2626-457.2916 5.656E-05
228.000-0.000917-5080.5372-284.6861 5.100E-05
234.000-0.000633-6279.7779-130.1803 4.338E-05
240.000-0.000397-6611.4681 4.6307 3.510E-05
Total
Bending
Soil Res.
Soil SPP r.
Distrib.
stress
stiffness
p
ES-9
Lat. Load
psi*
lb-inA2
----------
lb/in
----------
lb/inch
----------
lb/inch
----------
--------
0.000
6.416E+09
0.000
0.000
0.000
0.000
6.416E+09
-12.5947
613.726S
0.000
0.000
6.416E+09
-36.1130
1800.0000
0.000
0.000
7.815E+09
-52.2645
2700.0000
0.000
0.000
7.837E+09
-66.5441
3600.0000
0.000
0.000
7.775E+09
-78.6541
4500.0000
0.000
0.000
7.667E+09
-88.4030
5400.0000
0.000
0.000
7.449E+09
-95.6975
6300.0000
0.000
0.000
6.815E+09
-100.5310
7200.0000
0.000
0.000
4.303E+09
-102.9710
8100.0000
0.000
0.000
6.876E+09
-103.1940
9000.0000
0.000
0.000
7.342E+09
-101.4097
9900.0000
0.000
0.000
7.517E+09
-97.8521
10800.
0.000
0.000
7.605E+09
-92.7796
11700.
0.000
0.000
7.654E+09
-86.4643
12600.
0.000
0.000
7.683E+09
-79.1824
13500.
0.000
0.000
7.699E+09
-71.2053
14400.
0.000
0.000
7.706E+09
-62.7923
15300.
0.000
0.000
7.706E+09
-54.1844
16200.
0.000
0.000
7.699E+09
-45.6002
17100.
0.000
0.000
7.687E+09
-37.2319
18000.
0.000
0.000
7.669E+09
-29.2437
18900.
0.000
0.000
7.644E+09
-17.3884
15814.
0.000
0.000
7.613E+09
-11.9167
16534.
0.000
0.000
7.574E+09
-7.0044
17254.
0.000
0.000
7.526E+09
-2.6963
17974.
0.000
0.000
7.467E+09
0.9812
18694.
0.000
0.000
7.393E+09
4.0179
19414.
0.000
0.000
7.300E+09
6.4190
20134.
0.000
0.000
7.181E+09
8.2024
20854.
0.000
0.000
7.026E+09
9.3972
21574.
0.000
0.000
6.818E+09
10.0424
22294.
0.000
0.000
6.529E+09
10.1847
23014.
0.000
0.000
6.099E+09
9.8778
23734.
0.000
0.000
5.406E+09
9.1809
24454.
0.000
0.000
4.303E+09
8.1583
25174.
0.000
0.000
4.303E+09
32.8016
123315.
0.000
0.000
4.303E+09
30.2134
145666.
0.000
0.000
4.303E+09
27.3218
178719.
0.000
0.000
4.622E+09
24.1801
229 67.
0.000
0.000
4.719E+09
20.7568
313
Page 18
M7_0 W kL_
JAN 0 8 2013
BY:

SpPC
Piles.l
6o
246.000
-0.000211
-6198.9382
117.6929
2.683E-05
0.00�
4.578E+09
16.9272
480588.
0.000
252.000
-7.470E-05
-5179.9528
205.2598
1.916E-05
0.000
4.303E+09
12.2651
985129.
0.000
258.000
1.859E-05
-3722.0247
222.4031
1.295E-05
0.000
4.303E+09
-6.5507
2114059.
0.000
264.000
8.075E-05
-2501.7886
167.4084
8.615E-06
0.000
4.303E+09
-11.7809
875412.
0.000
270.000
0.000122
-1706.9209
91.0436
5.680E-06
0.000
4.303E+09
-13.6740
672668.
0.000
276.000
0.000149
-1405.1755
48.0105
3.511E-06
0.000
4.303E+09
-0.6703
27010.
0.000
282.000
0.000164
-1128.2678
43.7242
1.744E-06
0.000
4.303E+09
-0.7584
27730.
0.000
288.000
0.000170
-879.2286
39.0330
3.449E-07
0.000
4.303E+09
-0.8053
28450.
0.000
294.000
0.000168
-659.6230
34.1633
-7.280E-07
0.000
4.303E+09
-0.8179
29170.
0.000
300.000
0.000161
-469.7929
29.3019
-1.515E-06
0.000
4.303E+09
-0.8026
29890.
0.000
306.000
0.000150
-309.0914
24.5976
-2.058E-06
0.000
4.303E+09
-0.7655
30610.
0.000
312.000
0.000136
-176.1032
20.1643
-2.397E-06
0.000
4.303E+09
-0.7123
31330.
0.000
318.000
0.000121
-68.8449
16.0839
-2.568E-06
0.000
4.303E+09
-0.6479
32050.
0.000
324.000
0.000106
15.0550
12.4101
-2.605E-06
0.000
4.303E+09
-0.5767
32770.
0.000
330.000
9.003E-05
78.2002
9.1723
-2.540E-06
0.000
4.303E+09
-0.5025
33490.
0.000
336.000
7.512E-05
123.2943
6.3799
-2.400E-06
0.000
4.303E+09
-0.4283
34210.
0.000
342.000
6.124E-05
153.0319
4.0256
-2.207E-06
0.000
4.303E+09
-0.3565
34930.
0.000
348.000
4.863E-05
170.0127
2.0892
-1.982E-06
0.000
4.303E+09
-0.2890
35650.
0.000
354.000
3.746E-05
176.6759
0.5412
-1.740E-06
0.000
4.303E+09
-0.2270
36370.
0.000
360.000
2.776E-05
175.2543
-0.6547
-1.495E-06
0.000
4.303E+09
-0.1716
37090.
0.000
366.000
1.952E-05
167.7440
-1.5384
-1.255E-06
0.000
4.303E+09
-0.1230
37810.
0.000
372.000
1.269E-05
155.8894
-2.1519
-1.030E-06
0.000
4.303E+09
-0.0815
38530.
0.000
378.000
7.163E-06
141.1794
-2.5370
-8.227E-07
0.000
4.303E+09
-0.0469
39250.
0.000
384.000
2.818E-06
124.8532
-2.7339
-6.372E-07
0.000
4.303E+09
-0.0188
39970.
0.000
390.000
-4.831E-07
107.9140
-2.7804
-4.749E-07
0.000
4.303E+09
0.003276
40690.
0.000
396.000
-2.881E-06
91.1468
-2.7109
-3.361E-07
0.000
4.303E+09
0.0199
41410.
0.000
402.000
-4.517E-06
75.1412
-2.5561
-2.202E-07
0.000
4.303E+09
0.0317
42130.
0.000
408.000
-5.524E-06
60.3152
-2.3426
-1.258E-07
0.000
4.303E+09
0.0394
42850.
0.000
414.000
-6.026E-06
46.9395
-2.0930
-S.100E-08
0.000
4.303E+09
0.0438
43570.
0.000
420.000
-6.136E-06
35.1628
-1.8258
6.244E-09
0.000
4.303E+09
0.0453
44290.
0.000
426.000
-5.951E-06
25.0342
-1.5560
4.821E-08
0.000
4.303E+09
0.0446
45010.
0.000
432.000
-5.557E-06
16.5253
-1.2950
7.719E-08
0.000
4.303E+09
0.0424
45730.
0.000
438.000
-5.025E-06
9.5495
-1.0513
9.537E-08
0.000
4.303E+09
0.0389
46450.
0.000
444.000
-4.413E-06
3.9789
-0.8305
1.048E-07
0.000
4.303E+09
0.0347
47170.
0.000
450.000
-3.767E-06
-0.3407
-0.6362
1.073E-07
0.000
4.303E+09
0.0301
47890.
0.000
456.000
-3.125E-06
-3.5781
-0.4700
1.046E-07
0.000
4.303E+09
0.0253
48610.
0.000
462.000
-2.512E-06
-5.9058
-0.3321
9.799E-08
0.000
4.303E+09
0.0207
49330.
0.000
468.000
-1.949E-06
-7.4930
-0.2214
8.865E-08
0.000
4.303E+09
0.0163
50050.
0.000
474.000
-1.448E-06
-8.4988
-0.1359
7.750E-08
0.000
4.303E+09
0.0123
50770.
0.000
480.000
-1.019E-06
-9.0676
-0.0340
6.525E-08
0.000
4.303E+09
0.0217
127718.
0.000
486.000
-6.653E-07
-8.8601
0.0742
5.275E-08
0.000
4.303E+09
0.0144
129878.
0.000
492.000
-3.858E-07
-8.1387
0.1429
4.090E-08
0.000
4.303E+09
0.008491
132038.
0.000
498.000
-1.745E-07
-7.1157
0.1801
3.027E-08
0.000
4.303E+09
0.003902
134198.
0.000
504.000
-2.264E-08
-5.9557
0.1933
2.115E-08
0.000
4.303E+09
0.000514
136358.
0.000
510.000
7.937E-08
-4.7802
0.1894
1.367E-08
0.000
4.303E+09
-0.001832
138518.
0.000
516.000
1.414E-07
-3.6731
0.1740
7.775E-09
0.000
4.303E+09
-0.003315
140678.
0.000
522.000
1.727E-07
-2.6872
0.1517
3.341E-09
0.000
4.303E+09
-0.004111
142838.
0.000
528.000
1.815E-07
-1.8506
0.1262
1.772E-10
0.000
4.303E+09
-0.004386
144998.
0.000
534.000
1.748E-07
-1.1729
0.1002
-1.931E-09
0.000
4.303E+09
-0.004287
1471S8.
0.000
540.000
1.583E-07
-0.6500
0.0755
-3.202E-09
0.000
4.303E+09
-0.003940
149318.
0.000
546.000
1.364E-07
-0.2693
0.0533
-3.843E-09
0.000
4.303E+09
-0.003443
151478.
0.000
552.000
1.122E-07
-0.0128
0.0344
-4.039E-09
0.000
4.303E+09
-0.002873
153638.
0.000
558.000
8.791E-08
0.1404
0.0189
-3.950E-09
0.000
4.303E+09
-0.002283
155798.
0.000
564.000
6.480E-08
0.2114
0.006955
-3.705E-09
0.000
4.303E+09
-0.001706
157958.
0.000
570.000
4.345E-08
0.2212
-0.001641
-3.403E-09
0.000
4.303E+09
-0.001160
160118.
0.000
576.000
2.395E-08
0.1893
-0.007063
-3.117E-09
0.000
4.303E+09
-0.000648
162278.
0.000
582.000
6.043E-09
0.1342
-0.009503
-2.892E-09
0.000
4.303E+09
-0.000166
164438.
0.000
588.000
-1.075E-08
0.0732
-0.009105
-2.747E-09
0.000
4.303E+09
0.000298
166598.
0.000
594.000
-2.692E-08
0.0230
-0.005938
-2.680E-09
0.000
4.303E+09
0.000757
168758.
0.000
600.000
-4.291E-08
0.000
0.000
-2.664E-09
0.000
4.303E+09
0.001222
85459.
0.000
" This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending.
output verification: computed forces and moments are within specified convergence limits.
output summary for Load Case No. 6:
Pile -head deflection = 0.1241375 inches
Computed slope at pile head = 0.000000 radians
maximum bending moment-359107. inch-lbs
maximum shear force 8000.0000000 lbs
Depth of maximum bending moment 0.000000 inches below pile head
Depth of maximum shear force = 0.000000 inches below pile head
Number of iterations = 11
Number of zero deflection points = 5
Computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 7
vile=head conditions are shear and moment (Loading Type 1)
Page 19

SPPC
Piles.lp6o
Horizontal
shear force
at pile head
=
15300.000 lbs
Applied
moment at pile
head
=
0.000 in-lbs
Axial thrust
load on pile
head
=
180000.000 lbs
Depth
Deflect.
Bending
shear
slope
Total
Bending
soil Res.
soil sP r.
IDistrib.
x
y
Moment
'Force
S
stress
stiffness
p
EX
Lat. Load
inches
inches
in-lbs
lbs
radians
-------- ---------
psi.
lb-inA2
--------
Win
---------
Winch
----------
Winch
---------
----------
0.00
---------
1.0018
---------
-4.410E-08
---------
15300.
-0.0133
0.000
7.150E+09
0.000
0.000
0.000
6.000
0.9219
106177.
15245.
-0.0133
0.000
7.150E+09
-18.2173
118.5584
0.000
12.000
0.8426
211601.
15030.
-0.0131
0.000
7.150E+09
-53.6161
381.7881
0.000
18.000
0.7643
314904.
14564.
-0.0129
0.000
7.242E+09
-101.6316
797.8046
0.000
24.000
0.6876
414266.
13814.
-0.0126
0.000
7.241E+09
-148.2613
1293.6730
0.000
30.000
0.6130
507920.
12760.
-0.0122
0.000
7.230E+09
-203.1124
1988.1003
0.000
36.000
0.5409
593807.
11357.
-0.0118
0.000
7.161E+09
-264.6133
2935.4297
0.000
42.000
0.4717
669630.
9551.2484
-0.0112
0.000
6.763E+09
-337.3465
4290.6971
0.000
48.000
0.4062
732667.
7374.8754
-0.0106
0.000
6.239E+09
-388.1112
5733.2353
0.000
54.000
0.3448
780972.
4933.6092
-0.009823
0.000
5.854E+09
-425.6442
7406.1384
0.000
60.000
0.2883
813088.
2359.3500
-0.008995
0.000
5.577E+09
-432.4422
9000.0000
0.000
66.000
0.2370
828692.
-111.1607
-0.008091
0.000
5.434E+09
-391.0614
9900.0000
0.000
72.000
0.1912
829230.
-2316,8718
-0.007175
0.000
5.429E+09
-344.1756
10800.
0.000
78.000
0.1509
816387.
-4232.2141
-0.006275
0.000
5.548E+09
-294.2718
11700.
0.000
84.000
0.1159
791998.
-5845.2368
-0.005421
0.000
5.761E+09
-243.4024
12600.
0.000
90.000
0.0859
757955.
-7154.9486
-0.004633
0.000
6.042E+09
-193.1682
13500.
0.000
96.000
0.0603
716145.
-8168.7230
-0.003919
0.000
6.362E+09
-144.7566
14400.
0.000
102.000
0.0388
668394.
-8900.0462
-0.003285
0.000
6.771E+09
-99.0178
15300.
0.000
108.000
0.0209
616439.
-9366.3877
-0.002726
0.000
7.057E+09
-56.4294
16200.
0.000
114.000
0.006114
S61886.
-9587.9488
-0.002231
0.000
7.220E+09
-17.4243
17100.
0.000
120.000
-0.005871
506202.
-9587.3857
-0.001787
0.000
7.231E+09
17.6120
18000.
0.000
126.000
-0.0153
450699.
-9389.6350
-0.001391
0.000
7.238E+09
48.3049
18900.
0.000
132.000
-0.0226
396530.
-9066.3557
-0.001039
0.000
7.242E+09
59.4549
15814.
0.000
138.000
-0.0278
344148.
-8658.0929
-0.000733
0.000
7.243E+09
76.6327
16534.
0.000
144.000
-0.0313
294216.
-8157.7386
-0.000468
0.000
7.241E+09
90.1S20
17254.
0.000
150.000
-0.0334
247266.
-7586.8654
-0.000244
0.000
7.235E+09
100.1391
17974.
0.000
156.000
-0.0343
203700.
-6966.0743
-5.667E-05
0.000
7.223E+09
106.7913
18694.
0.000
162.000
-0.0341
163796.
-6314.6146
9.613E-05
0.000
7.205E+09
110.3619
19414.
0.000
168.000
-0.0331
127717.
-5650.0906
0.000218
0.000
7.177E+09
111.1461
20134.
0.000
174.000
-0.0315
95524.
-4988.2520
0.000311
0.000
7.132E+09
109.4668
20854.
0.000
180.000
-0.0294
67185.
-4342.8614
0.000380
0.000
7.057E+09
105.6634
21574.
0.000
186.000
-0.0269
42589.
-3725.6301
0.000427
0.000
6.914E+09
100.0804
22294.
0.000
192.000
-0.0243
21555.
-3146.2138
0.000455
0.000
6.560E+09
93.0584
23014.
0.000
198.000
-0.021S
3850.7077
-2612.2577
0.000467
0.000
5.320E+09
84.9269
23734.
0.000
204.000
-0.0187
-10801.
-2129.4191
0.000464
0.000
5.945E+09
76.0193
24454.
0.000
210.000
-0.0159
-22705.
-1701.2318
0.000448
0.000
6.594E+09
66.7098
25174.
0.000
216.000
-0.0133
-32185.
-1302.1637
0.000424
0.000
6.793E+09
66.3129
29981.
0.000
222.000
-0.0108
-39246.
-917.4143
0.000393
0.000
6.882E+09
61.9369
34367.
0.000
228.000
-0.008561
-44041.
-559.7105
0.000356
0.000
6.927E+09
57.2977
401S7.
0.000
234.000
-0.006S38
-46733.
-230.7016
0.000317
0.000
6.948E+09
52.3720
48066.
0.000
240.000
-0.0047S6
-47495.
67.7222
0.000276
0.000
6.954E+09
47.1026
59422.
0.000
246.000
-0.003221
-46517.
333.1171
0.000236
0.000
6.947E+09
41.3624
77059.
0.000
252.000
-0.001926
-44007.
561.7503
0.000197
0.000
6.927E+09
34.9487
108558.
0.000
258.000
-0.000860
-40201.
746.2128
0.000160
0.000
6.892E+09
26.6388
185783.
0.000
264.000
-4.555E-06
-35398.
840.OS81
0.000127
0.000
6.837E+09
4.6430
6116517.
0.000
270.000
0.000665
-30395.
780.6504
9.808E-05
0.000
6.764E+09
-24.4455
220616.
0.000
276.000
0.001172
-26242.
691.4799
7.282E-05
0.000
6.684E+09
-5.2780
27010.
0.000
282.000
0.001539
.-22254.
654.3117
5.090E-05
0.000
6.581E+09
-7.1114
27730.
0.000
288.000
0.001783
-18500.
607.6105
3.215E-05
0.000
6.449E+09
-8.4556
28450.
0.000
294.000
0.001925
-15032.
S54.1744
1.636E-05
0.000
6.277E+09
-9.3564
29170.
0.000
300.000
0.001980
-11886.
496.5204
3.280E-06
0.000
6.048E+09
-9.8616
29890.
0.000
306.000
0.001964
-9081.1006
436.8785
-7.362E-06
0.000
5.740E+09
-10.0191
30610.
0.000
312.000
0.001891
-6627.0964
377.1951
-1.584E-05
0.000
5.320E+09
-9.8754
31330.
0.000
318.000
0.001774
-4520.5348
319.1446
-2.213E-05
0.000
5.320E+09
-9.4748
32050.
0.000
324.000
0.001626
-2749.5589
264.0837
-2.623E-05
0.000
5.320E+09
-8.8799
32770.
0.000
330.000
0.001459
-1294.8732
213.0164
-2.851E-05
0.000
5.320E+09
-8.1436
33490.
0.000
336.000
0.001284
-131.7797
166.6305
-2.932E-05
0.000
5.320E+09
-7.3184
34210.
0.000
342.000
0.001107
768.0136
125.3380
-2.896E-OS
0.000
5.320E+09
-6.4458
34930.
0.000
348.000
0.000936
1434.8220
89.3150
-2.771E-05
0.000
S.320E+09
-5.S618
3S650.
0.000
354.000
0.000775
1899.6566
58.5426
-2.583E-05
0.000
5.320E+09
-4.6956
36370.
0.000,
360.000
0.000626
2193.1345
32.8452
-2.353E-05
0.000
5.320E+09
-3.8702
37090.
0.000
366.000
0.000492
2344.6157
11.9272
-2.097E-05
0.000
5.320E+09
-3.1025
37810.
0.000
372.000
0.000374
2381.5505
-4.5944
-1.830E-05
0.000
5.320E+09
-2.4047
38S30.
0.000
378.000
0.000273
2329.0165
-17.1602
-1.565E-OS
0.000
5.320E+09
-1.7839
39250.
0.000
384.000
0.000187
2209.4236
-26.2434
-1.309E-OS
0.000
5.320E+09
-1.2438
39970.
0.000
390.000
0.000116
2042.3635
-32.3279
-1.069E-05
0.000
5.320E+09
-0.7944
40690.
0.000
396.000
5.843E-05
1844.5786
-35.8908
-8.498E-06
0.000
5.320E+09
-0.4033
41410.
0.000
402.000
1.368E-05
1630.0292
-37.3889
-6.539E-06
0.000
5.320E+09
-0.0961
42130.
0.000
408.000
-2.003E-05
1410.0353
-37.2480
-4.825E-06
0.000
5.320E+09
0.1431
42850.
0.000
414.000
-4.421E-05
1193.4746
-35.8556
-3.357E-06
0.000
5.320E+09
0.3210
43570.
0.000
420.000
-6.031E-05
987.0178
-33.SS69
-2.127E-06
0.000
5.320E+09
0.4452
44290.
0.000
426.000
-6.973E-05
795.3861
-30.6519
-1.122E-06
0.000
5.320E+09
0.5231
45010.
0.000
432.000
-7.378E-05
621.6181
-27.3957
-3.230E-07
0.000
5.320E+09
0.5623
45730.
0.000
438.000
-7.361E-05
467.3355
-23.9992
2.911E-07
0.000
5.320E+09
0.5699
46450.
0.000
444.000
-7.028E-OS
332.9989
-20.6320
7.423E-07
0.000
5.320E+09
0.5525
47170.
0.000
450.000
-6.470E-OS
218.1481
-17.4251
1.053E-06
0.000
5.320E+09
0.5164
47890.
0.000
456.000
-5.765E-05
121.6232
-14.4747
1.245E-06
0.000
5.320E+09
0.4670
48610.
0.000
462.000
-4.977E-05
41.7629
-11.8462
1.337E-06
0.000
5.320E+09
0.4092
49330.
0.000
468.000
-4.160E-05
-23.4185
-9.5776
1.347E-06
0.000
5.320E+09
0.3470
50050.
0.000
Page
20

SPPC
Piles.l p6o
474.000
-3.360E-05
-76.0778
-7.6835
1.291E-06
0.00�
5.320E+09
0.2843
50770.
0.000
480.000
-2.611E-05
-118.4093
-5.1632
1.181E-06
0.000
5.320E+09
0.5558
127718.
0.000
486.000
-1.942E-05
-140.5876
-2.2344
1.035E-06
0.000
5.320E+09
0.4204
129878.
0.000
492.000
-1.369E-05
-147.4589-0.0696
8.729E-07
0.000
5.320E+09
0.3012
132038.
0.000
498.000
-8.948E-06
-143.3078
1.4344
7.090E-07
0.000
5.320E+09
0.2001
134198.
0.000
504.000
-5.179E-06
-131.7776
2.3878
5.539E-07
0.000
5.320E+09
0.1177
136358.
0.000
510.000
-2.301E-06
-115.8500
2.9003
4.142E-07
0.000
5.320E+09
0.0531
138518.
0.000
516.000
-2.076E-07
-97.8689
3.0743
2.937E-07
0.000
5.320E+09
0.004867
140678.
0.000
522.000
1.224E-06
-79.5933
3.0015
1.937E-07
0.000
5.320E+09
-0.0291
142838.
0.000
528.000
2.116E-06
-62.2695
2.7606
1.137E-07
0.000
5.320E+09
-0.0511
144998.
0.000
534.000
2.588E-06
-46.7112
2.4168
5.223E-08
0.000
5.320E+09
-0.0635
147158.
0.000
540.000
2.743E-06
-33.3810
2.0216
7.067E-09
0.000
5.320E+09
-0.0683
149318.
0.000
546.000
2.673E-06
-22.4678
1.6143
-2.442E-08
0.000
5.320E+09
-0.0675
151478.
0.000
552.000
2.450E-06
-13.9563
1.2237
-4.496E-08
0.000
5.320E+09
-0.0627
153638.
0.000
558.000
.2.133E-06
-7.6865
0.8693
-5.717E-08
0.000
5.320E+09
-O.OSS4
155798.
0.000
564.000
1.764E-06
-3.4013
0.5638
-6.342E-08
0.000
5.320E+09
-0.0464
157958.
0.000
570.000
1.372E-06
-0.7840
0.3146
-6.578E-08
0.000
5.320E+09
-0.0366
160118.
0.000
576.000
9.748E-07
0.5161
0.1257
-6.593E-08
0.000
5.320E+09
-0.0264
162278.
0.000
582.000
5.810E-07
0.8664
-0.001193
-6.515E-08
0.000
5.320E+09
-0.01S9
164438.
0.000
588.000
1.930E-07
0.6425
-0.0650
-6.430E-08
0.000
5.320E+09
-0.005359
166598.
0.000
594.000
-1.906E-07
0.2249
-0.0650
-6.381E-08
0.000
5.320E+09
0.005361
168758.
0.000
600.000
-5.727E-07
0.000
0.000
-6.368E-08
0.000
5.320E+09
0.0163
85459.
0.000
This
analysis
makes
computations
of pile
response using nonlinear
moment -curvature
relationships.
The
above
values of
total
stress
are
computed
for combined
axial
stress and
do not equal
the
actual
stresses
in concrete and
steel
in
the
range of
nonlinear
bending.
Output verification: Computed forces and moments are within specified convergence limits.
output summary for Load case No. 7:
Pile -head deflection 1.0018109 inches
Computed slope at pile head m-0.0133117 radians
Maximum bending moment _ 829230. inch-lbs
Maximum shear force 1S300. lbs
Depth of maximum bending moment - 72.0000000 inches below pile head
Depth of maximum shear force 0.000000 inches below pile head
Number of iterations a 24
Number of zero deflection points - 5
-------------------------------------------------------------
computed values of Pile Loading and Deflection
for Lateral Loading for Load case Number 8
--------------------------------------------------------------------------------
Pile-head conditions are shear and Pile -head Rotation (Loading Type 2)
shear force at pile head - 32800.000 lbs
Rotation of pile head - 0.000E+00 radians
Axial load at pile head - 180000.000 lbs
(zero slope for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
shear
slope
Total
Bending
soil
Res.
soil SPP r.
Distrib.
x
y
Moment
Force
5
Stress
stiffness
p
Es`h
Lat. Load
inches
inches
in-lbs
lbs
radians
psi.
lb-inA2
lb/in
lb/inch
lb/inch
-------
0.00
----------
0.9976
----------
-1384821.
----------
32800.
--------------------
0.000
0.000
----------
1.951E+09
----------
0.000
----------
0.000
----------
0.000
6.000
0.9848
-1185721.
32745.
-0.003954
0.000
1.951E+09
-18.2173
110.9927
0.000
12.000
0.9501
-983337.
32530.
-0.007290
0.000
1.951E+09
-53.6161
338.5854
0.000
18.000
0.8973
-779616.
32064.
-0.009201
0.000
5.865E+09
-101.6316
679.5782
0.000
24.000
0.8397
-578693.
31314.
-0.009841
0.000
7.198E+09
-148.2613
1059.3787
0.000
30.000
0.7792
-382587.
30260.
-0.0102
0.000
7.243E+09
-203.1123
1563.9793
0.000
36.000
0.7168
-193450.
28857.
-0.0105
0.000
7.220E+09
-264.6132
2214.8970
0.000
42.000
0.6535
-13665.
27051.
-0.0106
0.000
6.189E+09
-337.3464
3097.4838
0.000
48.000
0.5900
153989.
24790.
-0.0105
0.000
7.199E+09
-416.5108
423S.S611
0.000
54.000
0.5274
306510.
22019.
-0.0103
0.000
7.242E+09
-507.1488
S770.1507
0.000
60.000
0.4662
440500.
18681.
-0.0100
0.000
7.239E+09
-605.2656
7789.6890
0.000
66.000
0.4073
552306.
14850.
-0.009596
0.000
7.223E+09
-671.9634
9900.0000
0.000
72.000
0.3510
639425.
10938.
-0.009091
0.000
6.951E+09
-631.8878
10800.
0.000
78.000
0.2982
703201.
7298.3231
-0.008488
0.000
6.453E+09
-581.4097
11700.
0.000
84.000
0.2492
745340.
3984.1872
-0.007797
0.000
6.142E+09
-523.3023
12600.
0.000
90.000
0.2046
767853.
1033.2779
-0.007047
0.000
5.963E+09
-460.3341
13500.
0.000
96.000
0.1646
772960.
-1533.0615
-0.006269
0.000
5.921E+09
-395.1124
14400.
0.000
102.000
0.1294
762997.
-3708.0592
-0.005496
0.000
6.002E+09
-329.8968
15300.
0.000
108.000
0.0987
740334.
-5497.0390
-0.004755
0.000
6.180E+09
-266.4398
16200.
0.000
114.000
0.0723
707303.
-6914.5904
-0.004065
0.000
6.424E+09
-206.0773
17100.
0.000
120.000
0.0499
666140.
-7981.9017
-0.003440
0.000
6.783E+09
-149.6931
18000.
0.000
126.000
0.0310
618952.
-8724.1467
-0.002882
0.000
7.047E+09
-97.7219
18900.
0.000
132.000
0.0153
567676.
-9138.3698
-0.002383
0.000
7.219E+09
-40.3524
15814.
0.000
138.000
0.002428,
514438.
-9279.4963
-0.001934
0.000
7.229E+09
-6.6897
16534.
0.000
144.000
-0.007893
460499.
-9231.4719
-0.001529
0.000
7.237E+09
22.6979
17254.
0.000
150.000
-0.0159
406964.
-9020.2791
-0.001170
0.000
7.241E+09
47.6997
17974.
0.000
156.000
-0.0219
354782.
-8672.2054
-0.000854
0.000
7.243E+09
68.3249
18694.
0.000
Page 21

s PPc
Piles.l
pp6o
162.000
-0.0262
304742.
-8213.1731
-0.000581
0.000
7.242E+09
84.6859
19414.
0.000
168.000
-0.0289
257478.
-7668.1703
-0.000348
0.000
7.237E+09
96.9817
20134.
0.000
174.000
-0.0303
213476.
-7060.7849
-0.000153
0.000
7.226E+09
105.4801
20854.
0.000
180.000
-0.0307
173079.
-6412.838S
8.041E-06
0.000
7.210E+09
110.5020
21574.
0.000
186.000
-0.0303
136504.
-S744.1175
0.000137
0.000
7.185E+09
112.4050
22294.
0.000
192.000
-0.0291
103853.
-5072.1945
0.000238
0.000
7.146E+09
111.5693
23014.
0.000
198.000
-0.0274
75125.
-4412.3322
0.000313
0.000
7.084E+09
108.3848
23734.
0.000
204.000
-0.0253
50229.
-3777.4604
0.000366
0.000
6.973E+09
103.2391
24454.
0.000
210.000
-0.0230
29003.
-3178.2164
0.000401
0.000
6.739E+09
96.5089
25174.
0.000
216.000
-0.0205
11224.
-2658.6534
0.000420
0.000
5.987E+09
76.6788
22423.
0.000
222.000
-0.0180
-3806.5838
-2208.5384
0.000423
0.000
5.320E+09
73.3595
24498.
0.000
229.000
-0.0154
-16192.
-1779.2165
0.000413
0.000
6.341E+09
69.7478
27100.
0.000
234.000
-0.0130
-26050.
-1372.3538
0.000394
0.000
6.679E+09
65.8731
30382.
0.000
240.000
-0.0107
-33511.
-989.4837
0.000367
0.000
6.812E+09
61.7503
34575.
0.000
246.000
-0.008600
-38717.
-632.0783
0.000336
0.000
6.876E+09
57.3849
40035.
0.000
252.000
-0.006687
-41821.
-301.6184
0.000301
0.000
6.907E+09
52.7684
47347.
0.000
258.000
-0.004992
-42986.
0.2931
0.000264
0.000
6.918E+09
47.8688
57535.
0.000
264.000
-0.003521
-42387.
271.7254
0.000227
0.000
6.913E+09
42.6087
72618.
0.000
270.000
-0.002270
-40215.
509.9803
0.000191
0.000
6.892E+09
36.8096
97301.
0.000
276.000
-0.001229
-36680.
637.0099
0.000157
0.000
6.853E+09
5.5336
27010.
0.000
282.000
-0.000381
-32911.
658.8974
0.000127
0.000
6.804E+09
1.7623
27730.
0.000
289.000
0.000292
-29047.
660.0239
9.937E-05
0.000
6.740E+09
-1.3868
29450.
0.000
294.000
0.000811
-25205.
644.0336
7.509E-05
0.000
6.660E+09
-3.9433
29170.
0.000
300.000
0.001194
-21481.
614.3669
5.390E-05
0.000
6.557E+09
-5.9456
29890.
0.000
306.000
0.001458
-17949.
574.2162
3.570E-05
0.000
6.426E+09
-7.4380
30610.
0.000
312.000
0.001622
-14668.
526.4960
2.028E-05
0.000
6.254E+09
-8.4687
31330.
0.000
318.000
0.001701
-11675.
473.8262
7.436E-06
0.000
6.029E+09
-9.0879
32050.
0.000
324.000
0.001711
-8997.6753
418.5266
-3.085E-06
0.000
5.729E+09
-9.3453
32770.
0.000
330.000
0.001664
-6646.3104
362.6221
-1.154E-05
0.000
5.320E+09
-9.2895
33490.
0.000
336.000
0.001573
-4621.2739
307.8551
-1.790E-05
0.000
5.320E+09
-8.9661
34210.
0.000
342.000
0.001450
-2913.3885
255.6410
-2.215E-05
0.000
5.320E+09
-8.4386
34930.
0.000
348.000
0.001307
-1505.7445
207.0318
-2.464E-05
0.000
5.320E+09
-7.7645
35650.
0.000
354.000
0.001154
-375.7871
162.7556
-2.570E-05
0.000
5.320E+09
-6.9943
36370.
0.000
360.000
0.000998
502.8334
123.2576
-2.563E-05
0.000
5.320E+09
-6.1717
37090.
0.000
366.000
0.000846
1158.6601
98.7427
-2.469E-05
0.000
5.320E+09
-S.3332
37810.
0.000
372.000
0.000702
1621.0787
59.2171
-2.312E-05
0.000
5.320E+09
-4.5086
39530.
0.000
378.000
0.000569
1919.2119
34.5276
-2.113E-05
0.000
5.320E+09
-3.7212
39250.
0.000
384.000
0.000449
2081.0453
14.3994
-1.887E-05
0.000
5.320E+09
-2.9882
39970.
0.000
390.000
0.000342
2132.7678
-1.5310
-1.650E-05
0.000
5.320E+09
-2.3219
40690.
0.000
396.000
0.000251
2098.3036
-13.6860
-1.411E-OS
0.000
5.320E+09
-1.7297
41410.
0.000
402.000
0.000173
1999.0137
-22.5207
-1.180E-05
0.000
5.320E+09
-1.2152
42130.
0.000
408.000
0.000109
1853.5420
-28.5023
-9.627E-06
0.000
5.320E+09
-0.7787
42850.
0.000
414.000
5.754E-05
1677.7812
-32.0917
-7.636E-06
0.000
5.320E+09
-0.4178
43570.
0.000
420.000
1.740E-05
1484.9355
-33.7304
-5.853E-06
0.000
5.320E+09
-0.1284
44290.
0.000
426.000
-1.269E-05
1285.6578
-33.8300
-4.290E-06
0.000
5.320E+09
0.09S2
45010.
0.000
432.000
-3.409E-05
1088.2423
-32.7650
-2.952E-06
0.000
5.320E+09
0.2598
45730.
0.000
438.000
-4.812E-05
898.8540
-30.8681
-1.831E-06
0.000
5.320E+09
0.3725
46450.
0.000
444.000
-5.606E-05
721.7807
-28.4284
-9.175E-07
0.000
5.320E+09
0.4407
47170.
0.000
450.000
-5.913E-05
559.6952
-25.6904
-1.949E-07
0.000
5.320E+09
0.4719
47890.
0.000
456.000
-5.840E-05
413.9173
-22.8551
3.540E-07
0.000
5.320E+09
0.4732
48610.
0.000
462.000
-5.488E-05
284.6688
-20.0821
7.480E-07
0.000
5.320E+09
0.4512
49330.
0.000
468.000
-4.943E-05
171.3162
-17.4917
1.005E-06
0.000
5.320E+09
0.4123
50050.
0.000
474.000
-4.282E-05
72.5977
-15.1679
1.143E-06
0.000
5.320E+09
0.3623
50770.
0.000
480.000
-3.572E-05
-13.1664
-11.8002
1.176E-06
0.000
5.320E+09
0.7603
127718.
0.000
486.000
-2.870E-05
-71.5453
-7.6555
1.128E-06
0.000
5.320E+09
0.6213
129878.
0.000
492.000
-2.218E-05
-107.4696
-4.3275
1.027E-06
0.000
5.320E+09
0.4880
132038.
0.000
498.000
-1.637E-05
-125.6950
-1.7648
8.959E-07
0.000
5.320E+09
0.3662
134198.
0.000
504.000
-1.142E-05
-130.5830
0.1127
7.514E-07
0.000
5.320E+09
0.2596
136358.
0.000
510.000
-7.357E-06
-125.96S4
1.4012
6.068E-07
0.000
5.320E+09
0.1698
138518.
0.000
516.000
-4.143E-06
-115.0798
2.2021
4.709E-07
0.000
5.320E+09
0.0971
140678.
0.000
522.000
-1.707E-06
-100.5573
2.6154
3.493E-07
0.000
5.320E+09
0.0406
142838.
0.000
528.000
4.846E-08
-84.4495
2.7338
2.449E-07
0.000
5.320E+09
-0.001171
144998.
0.000
534.000
1.232E-06
-68.2809
2.6396
1.588E-07
0.000
5.320E+09
-0.0302
147158.
0.000
540.000
1.954E-06
-53.1174
2.4030
9.037E-08
0.000
5.320E+09
-0.0486
149318.
0.000
546.000
2.317E-06
-39.6401
2.0816
3.807E-08
0.000
5.320E+09
-0.0585
151478.
0.000
552.000
2.411E-06
-28.2201
1.7209
-1.985E-10
0.000
5.320E+09
-0.0617
153638.
0.000
558.000
2.314E-06
-18.9885
1.3554
-2.682E-08
0.000
5.320E+09
-0.0601
155798.
0.000
564.000
2.089E-06
-11.8972
1.0101
-4.423E-08
0.000
5.320E+09
-0.05SO
157958.
0.000
570.000
1.784E-06
-6.7716
0.7023
-5.476E-08
0.000
5.320E+09
-0.0476
160118.
0.000
576.000
1.432E-06
-3.3512
0.4433
-6.047E-08
0.000
5.320E+09
-0.0387
162278.
0.000
582.000
1.058E-06
-1.3213
0.2401
-6.310E-08
0.000
5.320E+09
-0.0290
164438.
0.000
588.000
6.749E-07
-0.3336
0.0969
-6.404E-08
0.000
5.320E+09
-0.0187
166598.
0.000
594.000
2.896E-07
-0.0202
0.0162
-6.424E-08
0.000
5.320E+09
-0.008145
168758.
0.000
600.000
-9.589E-08
0.000
0.000
-6.425E-08
0.000
5.320E+09
0.002732
85459.
0.000
` This
analysis
makes
computations
of
pile
response using
nonlinear
moment -curvature
relationships.
The
above values of
total stress
are
computed
for combined
axial
stress and
do not equal
the
actual
stresses
in
concrete and steel
in
the
range of
nonlinear
bending.
output verification: Computed forces and moments are within specified convergence limits.
output summary for Load Case No. 8:
Pile -head deflection = 0.9975635 inches E '"'" E IVE
Computed slope at pile head 0.000000 radians
Maximum bending moment 1384821. inch-lbs JAN 0 8 2013
Page 22

Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
32800. 76sPPC Piles.lp6o
0.000000 inches below pile head
0.000000 inches below pile head
39
5
Summary of Pile Response(s)
------------------------------------------------------
Definitions of Pile -head Loading conditions:
Load
Type 1:
Load 1 = Shear,
lbs, and Load 2
- Moment, in-lbs
Load
Type 2:
Load 1 = shear,
lbs, and Load 2
- Slope, radians
Load
Type 3:
Load 1 = shear,
lbs, and Load 2
= Rotational
stiffness, in-lbs/radian
Load
Type 4:
Load 1 = Top Deflection, inches,
and Load 2
- Moment, in-lbs
Load
Type 5:
Load 1 = Top Deflection, inches,
and Load 2
= slope, radians
Pile -head
Pile -head
Load
Load
Condition 1
Condition 2
Axial
Pile -head
maximum
maximum
Pile -head
Case
Type
v(lbs) or
in -lb, rad.,
Loading
Deflection
Moment
Shear
Rotation
No.
No.
y(inches)
or in-lb/rad.
lbs
inches
in-lbs
lbs
radians
1
1
v = 8000.0000
M = 0.000
0.0000000
-- -------------
0.35443060
325480.
-------------
8000.0000
-------------
-0.00477697
2
2
v = 8000.0000
s = 0.000
0.0000000
0.12368519
-362006.
8000.0000
0.00000000
3
1
v = 8000.0000
M = 0.000
180000.
0.38353587
367390.
8000.0000
-0.00520794
4
2
v = 8000.0000
s = 0.000
180000.
0.12641334
-374768.
8000.0000
0.00000000
5
1
v = 8000.0000
m = 0.000
-60000.
0.34218027
313943.
8000.0000
-0.00459696
6
2
v = 8000.0000
s = 0.000
-60000.
0.12413747
-359107.
8000.0000
0.00000000
7
1
v = 15300.
m - 0.000
180000.
1.00181094
829230.
15300.
-0.01331172
8
2
v = 32800.
s - 0.000
180000.
0.99756351
-1384821.
32800.
0.00000000
The
analysis ended normally.
Page 23

0
N
w
m
S. N
-1200 -1000 -800
Bending Moment (in -kips)
-600 -400 -200 0 200 400 600 800
1
1
1 1
1 1
1 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
, 1 ,
1 1 I I I I I I I I
I I I I I r 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 1
I I I I I I 1 I
I 1 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 II I I
I__ _ I______I____
I I I 1 I I I 1
1 I I I
I I I I 1 I I I
I
__________ _____ _________
1 1 1
i 1 1 1
1 1 1 1
_r -+ _r r --, _I -,
1 1
-Y -Y -1 -Y
I I I I I I I I I I
I 1 I I I b I 1 I I
I I I I I I I I I I
I I I I I I I 1 I I
I I I 1 I I I I 1
_ _I
I I 1 I I I
I I 11 I I I I
I 1
_I _L___ _1 _J _ _ _L _1_J _L
I I I I I I I I
I I 1 I I I I I
I I I I I
_1 _J_ _ _I _L _1 _J _L __J _I___
I 1 I I I I I I I
I I 1 I I 1 11 II I I I
00
1 O I
I O , 1 I
----=----------------- -- - ---- -- --o- --- ----;----1--
c oCase 1
1 1 ,
1 o o Case 2
----I----- I- 1 1---------- I- ---- I-
Case 3
0
1
c o Case 4
1 1 1 1 1
q._____r_____r______i_
T--- --'--
OCaseS
0 0 Case 6
1 1 I o
-
---r-----,---- -- r----- r------------ ----- -----r-----,-----,--0Case7
1
I I 1 00 1
o 0CaseB

BCi
w
F-.
L
a
d
0
Shear Force (kips)
IPl_F�41-b]
JD
I 1 I I I I 1 1
I 1 1 1 1 1 1 I 1
1 1 1 I
1 1 1 1 I 1 1 I
I 1 1 I 1 1 1 1
I I I 1 1 1 1 I
1 1 1 1 1 I 1 1 1
1 I 1 1 I 1 1 1
_I
I
I I I I I I 1 I 1
I I I I I I I I I
1 I 1 1 1 1 1 1
1 1 i I 1 I I I
1 1 1 I I 1
I 1 I 1 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
1 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
1 1 1 1 1 1 I 1
1 1 1 1 I I 1
1 1 1 I 1
1 1 1 1 1 1 1
I 1 I I I I I I I I
_r ------ y _1 ------- r ------ t ------ y _y
I I I I I I I
I 1 I I I
_1 ------ -1 I------- F _------ J------ y -I
1 I I I I
I I I I I I I
I I 1
_1 J I------- 4------ ♦ J __I _I
I I 1 I I I
I I I I I I
I I
_L _J _I _L _L _� _I _I
I I I I I I I I
I I 1 I I I I
_L _J_______I__ __ _L _L_ -1 _J _
0 1
I 0 I I
I 1 I
-1 _00 -J _ __I _L _1 _J _ I _I_______
0
I 0 I I I I I I I
0
_p ------- ------
_1_______i------ _____________________-vCase 11
0 1 1 1 1 1
00 o Case 2
0
--- --- ----- -- ------------- ---------- ACase 3
1 0
0 1 1 1 1 1 oCase 41
1 1
1 0 1 1 o Case 5
0
0 o Case 8
1 1 I
00 0Case 8

- '1
Lhabe�l �Ilootinm QM1�les);)
0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1
1 1 1
I I I i I I
1 I I I I I I
,
I -1 1 Y
I I I I I I I 1 I
I I I / I I I I
-Y _Y _F _4 Y F -Y -Y -Y _Y
I I I I I 1 I I I
I I I I I I 1
I
_L _ _L _L _L
1 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 II I
I I I I I I I I
I I I I I I I I I
I I I I I 1 I I
I I
_l _L _L _L _L _L. _L-----
----- L _
I I I I I I I I i
I I I I I I I I I I
_1
I I I I I I
I I 1 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 I I
____I______I______I
1 I I
I , I I I I ,
I I I 1 I 1 I 1 I
I I
1 I I I I I I I I I
I I I
I 1 I I
I I
-Y -Y -Y
I I I I I I I I I I
I
_ _F
I 1 I I I I 1
I ° _ - o I I I I I I I I
° 1
0
I I
_o _L
0
I I
0 I I I
- 0 I I 1 I I 1 I I I I
0 1
°----- L----- L----- L_____L_____L_____L_____L_____L----- IL _____l_____
0
°
0
------0-----oCase 1----=-----'------L-----'------------'------------L----
_ o I I I I I I I I
0 1
0 1 1 10 Case 2
11
-_ -----00 ----' I �L�6 Case 3
° 0 Case 4
o '
------0--- -----r----r-----r----
o ° Case s
oo o Case 6
-0_____r_____r_____r_____r_____r_____r_____r_____r_____r____
0 1 o Case 7
o O
o Case 6
ECtIVE,
JAN 0 8 2013
BY:

Ke
Z
L
a
W
Q
Mobilized Soil Reaction (Ib/in) (lbs/in)
-600 -500 400 -300 -200 -100
100 200
1 1 I 1 1 I 1
1 1 1 1 1 I 1
1 1 I 1 I I 1
1 1 1 1 1 1 1
I
f 1 1 1 1 1
I 1 1 I I 1
I 1 I I 1
I 1 1 1 I I 1
I I 1 1 1 1 1
1 I 1 1 1 1 1 1
_L _L _L------- L L _L _L
I I I i i , I
I I I 1 I I
_L _ _ L
I I I I I
I I I I I I
I I I I I
I I I I 1 I II
I I I I II 1 I
I I 1 II
I I I II
I I II I I I I�
I I I I I
I I 1 I I I
I I I I II 1
I I 1 1 I I I
I
I I 1 I 1
,
------r r r I r r-----
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 1 I
I I 1 1 I I
I I I I 1
I 1 1 I I
1 I I I I I
I I I I I
1 I I I
I I I �
1 I I I I I
I 1 I I I I
I I I I I I
_L------- L------- L------- L------- L _L
I I I I I I
I
_L _L _L _L _L _L
I I I I I ,
1 I I I I
I I I I I I
I I I I I
I 1 I I I I
I I I 1 I
I I I I I I
0
-0
0
0
0
I I I I I I
O
I 0
------r r r r r r------ 0
_______L,Case 1
-1 ❑ Case 2
Case 3
*Case 4
-------r 0Case 5
1
0 Case 6
0 Case 7
I
0 Case 8

Page 1 of 1
Report Number: 12-237-0646
Account Number: 01257
y .A&L.-Eastem_Laboratories
7621 Wheepme Road Richmond, Virginia 23237 [phone] Fax[phone]
e
Send To: GET SOLUTIONS INC vrvrWaleastem,com
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE NC 28546
Date Received: 08/24/2012 Date Of Analysis: 08272012
Grower:
P705/710 Farm ID: JX12-110G
HUNGAR APRON & PARKING Gi
SOIL ANALYSIS REPORT Analytical Method(s):
Date Of Report: 08/292012
Organic Matter
Phosphorus
Potassium
Magnesium
Calcium
Sodium
pH
Acidity
C.E.0
Sample 10
Field ID
Lab
Number
% Rate ENR
Available
Reserve
K
Mg
Ca
Na
Soll
Buffer
H
Ibs/A
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm
Rate
ppm Rate
pH
Index
meq/1009
meq/100g
B-12-4';
15639
5.8
B-2 4-6'
B-1 6-8; B-26
15640
4.9
6-8'; B-4 6-8'
Percent Base Saturation
Nitrate
Sulfur
Zinc
Manganese
Iron
Copper
Boron
Soluble Salts
Chloride
Aluminum
Sample ID
Field ID
K
It
Ca
Na
H
hill
Zn
Mn
Fe
Cu
B
SS
Cl
AI
%
%
%
%
%
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ms/cm Rate
ppm Rate
ppm
B-1 24;
15
B-2 4-6'
B-1 -8; B-26
15
6-8'6; B4 6-8'
Values on this report represent the plant available nutrients in the Explanation of symbols: % (percent), ppm (parts per million), Ibs/A This mport applies to sample(e) tested. Samples art retained a
soil. Rating after each value: VL (Very Low), L (Low), M (Medium), (pounds per acre), ms/cm (milli-mlfos per centimeter), meq/100g maximum of rainy days after testing. p ��
H (High), VH (Very High). ENR - Estimated Nitrogen Release. (milli -equivalent per 100 grams). Comersions: ppm x 2 = Ibs/q
nnarysis prepama or naL Eastern laboratories, Inc. by.
f%c m G
C.E.C. - Cation Exchange Capacity, Soluble Saes ms/cm x 640 = ppm.
Pauric McGmary

Report Number
12-237-0646 Page: 1 of 1
Account Number
01257
Send To: GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE , NC 28546
Client: HUNGAR APRON & PARKING GARAGE
P705/710
wwwaleastenl.com
A&L Eastem Laboratories, Inc.
7621Whaapina Road Richmond, Virginia 20287 (804)7419401 raa(804)271-W8
REPORT OF ANALYSIS
Resistivity (soil)
Total Sulfate (1504)
ASTM-057-95
SM-426C
Lab No Sample ID
ohm -cm
ppm
Sample Date and Time
15639 B-124;
2080
226
15640 B-1 6-8; B-26
- 12500
< 100
Method Reference:
Methods for Chemical Analysis of Water and Wastes, EPA-600/4-79-020, March 1983
Standard Methods for the Analysis of Water and Wastewater, 15th Ed. 1980
Standard Test Method for Field Measurement of Soil Resistivity,American Society for Testing and Materials,
Annual Book of ASTM Standards
Purchase Order :
Report Date: 8/29/2012
Date Received :8/2412012
Pauric McGroary
Sample results are reported 'as received' and are not moisture corrected unless noted

GET
�aeewa.c„mA...,,m.. raw,q
Virgin Beath 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, INC 27909
[phone]
Standard Penetration Test (SPT). 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 SPT N-value.
NON COHESIVE SOILS
SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose
4 blows/ft or less
Loose
5 to 10 blows/ft.
Medium Dense
I I to 30 blows/h.
Dense
31 to 50 blows/h.
Very Dense
51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium s/2 to 1 inch diameter
Fine t/a to'/r inch diameter
Sand
Coarse 2.00 into to '/t inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mart
(diameter of broom straw)
Fine 0.074 to 0.42 mot
(diameter of human hair)
Silt
0.002 to 0.074 man
(cannot ste particles)
Coarse Grained Soils
blow 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 Gravel
GC - Clayey Gravel
GC -GM - Silty, 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
COHESIVE SOIL$
(CLAY, SILT and Combinations)
Very Soft
Consistency
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
16to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
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 Readings
Groundwater conditions will vary with environmental
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 soil (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, Ski, SC
5 in 12 percent Borderline cases requiring dual
symbols
Plastidly Chart
60
60
S
x 40
c
z 30
20
9
5 10
t.
CL
CH
pagetof1 0 10 20 30 40 50 60 70 00 90 100
GET Revision 12/12/07 LIQUID LIMIT (LL) I%)

�F
Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, January 02, 2013 3:01 PM
To: ' '[e-mail]'
Subject: RE: Check For Hangar & Apron Expansion
Chris,
It looks like my suspicion is being confirmed - if the bridge and approaches within the buffer cannot be made of a
pervious surface and justification is provided (likely in the narrative), then a variance/exemption from the vegetated
buffer requirements will be permitted. However, since the end result for this project will be a high density permit, the
runoff from all of the BUA associated with the bridge and path must be treated.
Hope this helps give you a path forward on designing this project. If you still have questions, please let me know.
Also, Janet should be contacting you soon regarding the LD application you are attempting to submit to the Express
stormwater program.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: cecarlsten(dtransystems.com rmailto:cecarlstenCaltransystems.com]
Sent: Friday, December 21, 2012 1:45 PM
To: Nelson, Christine
Subject: RE: Check For Hangar & Apron Expansion
Thanks Christine. Have a good holiday.
Chris
From: Nelson, Christine [mailto:christine.nelson(a ncdenr.gov]
Sent: Friday, December 21, 2012 11:40 AM
To: CR-Christopher Carlsten
Cc: Russell, Janet
Subject: RE: Check For Hangar & Apron Expansion
Chris,
I got your message but cannot give you a proper response at this time. I must wait until several of my coworkers
return from their vacations and holidays so I can discuss the situation with them. If you cannot provide a
pervious surface on the bridge, it is likely you will have to collect ALL of the runoff the walkway and bridge and
treat it in a properly designed BMP.
Now on to the current application you are trying to submit. It is not recommended that items related to the
express program items be submitted when Janet nor I are around to keep an eye out for them. There is a
chance that those items will get misplaced. That being said, this project will need to schedule a date to be
accepted into the Express program. Please coordinate with Janet once you are positive of when the check will
arrive.
Thanks,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law

and maybe disclosed to third parties unless the content is exempt by statute or other regulation.
From: cecarlsten@)transystems.com rmailto:cecarlsten(a)transystems.com]
Sent: Thursday, December 20, 2012 5:25 PM
To: Nelson, Christine
Cc: Russell, Janet
Subject: RE: Check For Hangar & Apron Expansion
Christine,
I have spoke with the contractor about getting the check to NCDENR. I have been told that they are submitting
it before the holidays. I have made them aware that you will be unable to review until after the New Year.
On a separate note, we are trying to get a handle on what is necessary for the pedestrian bridge crossing an
intermittent stream. I have attached an screen capture for your review, and I would like to discuss it with you
tomorrow if you are available.
We are proposing to construct a 85LF concrete pedestrian bridge structure over a drainage canal to access a
parking garage. We have looked at options of metal grating, and or another type of bridge structure with a
perforated decking, but it is not cost effective. If required by NCDENR, the bridge deck could include PVC drains
that will allow stormwater to flow through the deck structure instead of sheet flowing to the bridge ends. In
addition, the sidewalk design approaching the bridge has been shifted outside of the buffer and other areas of
the project have been revised to eliminate impervious pavement and structures within the buffer.
The concern is that we can't avoid the buffer for the pedestrian crossing and need to know what steps are
necessary to achieve a variance. Or is a variance necessary because the bridge is a crossing at or near 90° to the
stream center line?
Thanks,
Chris
From: Russell, Janet(mailto:ianet.russell(alncdenr.gov]
Sent: Tuesday, December 18, 2012 10:12 AM
To: CR-Christopher Carlsten
Cc: Nelson, Christine
Subject: Check For Hangar & Apron Expansion
Chris:
Greetings,
To my knowledge, we have not received the check for the stormwater application fee for the hangar and
apron expansion. Could you find out if that was mailed.... and if so, when?
Thanks,
Janet
Janet M. Russell, NC DENR
Environmental Assistance
910 796-7302

wA ha
b

-l0

Russell, Janet
From:
[e-mail]
Sent:
Friday, November 16, 2012 10:11 AM
To:
Russell, Janet
Subject:
New River
Janet,
I received your message, and I will be available on the 27`h at 1pm to present the package.
Thanks,
Chris
Christopher E. Carlsten, PE
T Z
TranSystems
4390 Belle Oaks Drive, Ste. 220
North Charleston, SC 29405
Main: 843-266-9300
Direct: 843-266-9308
Cell: 843-696-4767
Fax: [phone]
www.transystems.com
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential information. This
information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged to protect this information as
appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended recipient, you are hereby notified that any dissemination,
distribution or reproduction, copy, or storage of this communication is strictly prohibited. Thank you.

1c S �e c LA 10 0U.
..-e ors onC Shee�
pu} SF (�^tic�rc9or cl;�G�
o�
C.k e-c"\c--,
(2 S 3 \-I, ,�\ -2-- 1 �J 0 1G
.5c_c
��• Oo2 !^ter ,' r� Lc�- Pvr �!�✓e GP�ihJ
C
\ I Oc�}1et 5%c c� �ror �ns;n 5•kZ
S��cl �i Cat �a1�r�inJ��e� %farorSk�/-\S
1-0
�jAs'1
l,l n o �—
cJoeS (� ruuS�
nl-f n e r
IC- \^'
r,o c UFW`I f,• c-(� / Q� C 2

Russell, Janet
�i�es f�loy �� I .°.- �"
From: [e-mail]
Sent: Friday, November 16, 2012 10:11 AM
To: Russell, Janet
Subject: New River
Janet,
I received your message, and I will be available on the 27`h at 1pm to present the package.
Thanks,
Chris
Christopher E. Carlsten, PE
TranSystems
4390 Belle Oaks Drive, Ste. 220
North Charleston, SC 29405
Main: 843-266-9300
Direct:843-266-9308
Cell: 843-696-4767
Fax: [phone]
wvvw.transystems.com
Wj�.
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential information. This
information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged to protect this information as
appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended recipient, you are hereby notified that any dissemination,
distribution or reproduction, copy, or storage of this communication is strictly prohibited. Thank you.
12-iA
5 h�vJ 1 r D y_C NO cXn r\J Pr+-.,`
MC'kcs t#, \30ur\3S or,
F;C—A
SfrAller
p ^ it ` A—r� 5 r `z U,
T O P , O _( f� I�. — r A c I E-A-' e-r C)l_\� I tM 5
Go 5 S c 0 A-r 1, R- h
or C(-na
t

Russell, Janet
From: [e-mail]
Sent: Monday, November 05, 2012 10:24 AM
To: Russell, Janet
Subject: MCAS New River Hangar and Apron Expansion Project
Attachments: New River Marine Corp Air Station_Narrative.pdf; P-705_Site Location Map.pdf; 088
_NewRiver_TopoMap. pdf
Janet,
Attached is a site location map, topographic map and the project narrative for construction activities at the New River
Marine Corp Air Station at Camp Lejeune. The proposed project includes construction of 60,000 square foot hangar and
an expansion of the existing concrete parking apron. Design considerations include five concrete sand filters to treat
stormwater flow and a rain water harvesting system. Key elements for discussion on the Wednesday, Nov. 71h meeting
are as follows:
• Construction sequencing and erosion control methodology
• Sand Filter design, including a high SHWT.
• Stormwater storage
• Rain water harvesting system
• Coordination with activities previously permitted for the construction of a parking garage and GALA apron
expansion.
• Potential of consolidating permits for the three areas.
• Other issues/concerns in the area.
I will be sending a revised construction sequencing narrative and erosion and sedimentation control plans later this
afternoon. The contractor wanted to look at revising the proposed lay down area.
If you have questions or comments, please give me a call at 843-266-9308.
Thanks,
Chris
Christopher E. Carlsten, PE
SystF�nis
TranSystems
4390 Belle Oaks Drive, Ste. 220
North Charleston, SC 29405
Main: 843-266-9300
Direct: 843-266-9308
Cell: 843-696-4767
Fax: [phone]
www.transystems.com
Note: The information contained in this transmission as well as all documents transmitted herewith are privileged and confidential information. This
information is intended only for the use of the individual or entity to whom it was sent, and the recipient is obliged to protect this information as
appropriate. If the recipient of the e-mail, and/or the documents attached is not the intended recipient, you are hereby notified that any dissemination,
distribution or reproduction, copy, or storage of this communication is strictly prohibited. Thank you.
i�ECEJ ED
NOV 0 5 2012

New River Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
Stormwater Narrative
Information/Location
The proposed hangar and apron is located in an undeveloped area directly southwest of the existing hangar AS4108
and south of an overflow parking area on the southwest side of the New River Marine Corp Air Station.
The project includes construction of a 60,000 square foot aircraft hangar with associated offices and a 665,960sf
aircraft apron capable of parking an additional 16 CH-53 combat helicopters. The location of the hangar and layout
of the apron is in accordance with "Airfield and Heliport Planning and Design Manual, UFC 3-260-01, November and
"DOD Minimum Antiterrorism Standards for Buildings, UFC 4-010-01, July 2002". The new aircraft parking apron is
an extension of the adjacent apron to the northeast and extents are restricted by a canal to the west, the CALA apron
pavement to the southeast, and the existing building to the southwest. The pavement design includes a Portland
cement concrete surface for the aircraft parking apron and bituminous asphalt access drives, parking and shoulders.
The project includes demolition of an existing 6,000 square foot one story metal building, removal of approximately
0.8 acres of asphalt pavement, and removal or relocation of existing utilities and miscellaneous small structures.
The contract for the project is in conjunction with construction of the 460,000 square foot combat aircraft loading area
(CALA) and the Perimeter Street parking garage located northwest of the site. Stormwater Management and Erosion
and Sedimentation Control permits have been approved for the CALA and parking garage projects and noted below.
CALA -
• Stormwater Management Permit No. SW8 080945, November 6, 2008 and modified on November 17, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-040
Perimeter Street Parking Garage -
• Stormwater Management Permit No. SW8 111108, November 18, 2011 — H
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-057
There has been interest from Camp Lejeune staff to consolidate all the permits for the three separate construction
activities.
The total drainage area is 30.7 acres and includes 3.7 acres outside the construction limits as a result of sheet now
run-off from the adjacent apron. The receiving stream is Southwest Creek in the White Oak Basin, with a stream
class C.
Site Conditions
The proposed hangar and apron is located in an undeveloped area directly southwest of the existing hangar AS4108
and south of an overflow parking area. The site is bordered by a large drainage canal to the north and south, and a
building to the southwest along Perimeter Street. Further to the southeast is the CALA apron. The site conditions
are predominately wooded (recently clear cut) and turf areas adjacent to the existing aprons. Construction limits for
the overall site is 27.0 acres and includes 2.23 acres for a temporary construction offices and lay down area.
Approximately 0.33 acres of the construction area will be undisturbed and consists of a pavement overlay. The site
includes an existing 6,000 square foot one story metal building, a small picnic shelter, and approximately 0.5 acres of
asphalt pavement that will demolished as part of the project. Other items such as aboveground and belowground
electrical, underground telecommunication, water, and overhead and recessed airfield lighting, and Stormwater piping
will be removed, demolished and/or relocated.
New River MCAS P705 Hangar and Apmn Expansion
Stormwater Narrative
November 5, 2012
E. C NV A D
NOV-0-5 2012 1IPage
BY:

hp color LaserJet 5550 printers
�� ' 0'� 0 �#, * B e ® . �t w r�a � *"' 1 K`$ .`°•,� .5r. k>,M� � rr �:�?;.µ �'^�'��"w �'%;..
Error: Unable to store job at printer
Reason: Printer does not support collation at printer.
Solution: turn off Mopier Enabled in your printer driver.

The site includes a large canal/ditch on the south side of the project on the order of 11 feet deep with a variable 50 to
60 width. The channel captures stormwater from a 8'xl3' corrugated metal arch pipe on the northeast and drains to
the south through four 60" pipe culverts under Perimeter Street to tributaries of Southwest Creek. On the north side
of the site an eight foot deep ditch located between the existing and proposed hangar captures run-off from the
existing apron and hangar perimeter through a 60' culvert at the drive to the overflow parking area. Stormwater is
captured in 12-15 feet deep, 50-80 feet wide canal that flows north and then south to a 96" culvert under Perimeter
Street. The overall site gradually slopes to the north to the south with a grade change on the order of 23 to 17-feet.
Grading of the site will match existing topography as much as possible with approximately 2-4 feet of cut and fill
depths, with the exception of increased fill depths in the vicinity of the existing aprons. The proposed drainage
patterns will match existing, with the exception or reducing flow to the 60" culvert and capturing flow across the
existing airfield pavement into an enclosed stormwater system for filtration treatment. The airfield parking apron has
been divided into five drainage basins with direct discharge to a sand filter treatment device BMP's. Each sand filter
is designed to treat a 1.5 inch rainfall event within a 3.5 to 5.0 acre basin. The sand filter design will allow for 75%
storage of the 1.5 inch rainfall event. Runoff in excess of the event will overflow an internal rectangular weir structure
within the sand filter and route through an enclosed system with outfall points to the existing canals. Stormwater
flows in the airfield apron area are captured by airfield drop inlet structures with single or double aircraft rated grate
structures (Neenah R-3475 EIF). Spacing and pipe sizes are designed for a 2 year design storm in accordance to
Interim Technical Guidance (ITG 02-04), dated September 30, 2002.
Drainage adjacent to the hangar is divided into two basins and consists of 1.0% slope overland flow across turf and
pavement and captured in perimeter drainage swales and depressed drainage basins. Sheet flow from the northwest
side is captured into a single inlet located at the outlet end of an existing 28" CMP outfall structure for the existing
hangar pavement areas. The area ties to the existing 60" CMP culvert structure and also handles overflow water
from a fire protection system. The sheet flow area to the northeast of the hanger is captured into a perimeter v-ditch
outside the perimeter fence with discharge to the downstream end of the 60" culvert. Post development run-off
matches pre -development conditions due to the removal of the overflow parking area. The sheet flow generated on
the southwest side of the hangar is captured in a v-ditch and discharged to the sand filter structure on western side of
the site.
A rainwater harvesting (RWH) system will be incorporated into the project to source stormwater volumes from the
60,000 square foot roof to yard hydrants used for aircraft washing. The design incorporates connection to all down
spouts through PVC rain leaders to drainage structures at the perimeter of the hangar. The captured rainwater
discharges through a pretreatment structure to remove floatable trash and sediment before entering tanks capable of
storing 100,000 gallons. The overflow of the system will be channeled via an 18" concrete pipe to the canal on the
north side of the site.
Soil Conditions
Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
filters locations on August 20, 2012. The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of "Fill" material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern corner of the existing hangar. 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
=BY:
New River MCAS P705 Hangar and Apron Expansion NOV20122 1 P a g e
Stormwater Narralive
November 5, 2012

boring 810 through B-12, B-15, B-16, 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.
Borings completed for at the proposed sand filter locations indicated the presence of 1 to 2 inches of topsoil at the
soil boring locations. Beneath the surficial topsoil, the native subsurface soils recovered at the boring locations and
extending to the boring termination depth of 15 feet below current grades, generally consisted of SAND (SP-SM, SM,
SC) with varying amounts of Silt and Clay. The Standard Penetration Test (SPT) results, N-values, recorded within
the granular soils ranged from 3 to 38 blows -per -foot (BPF), indicating a very loose to dense relative density.
The groundwater level recorded at the boring locations and as observed through the wetness of the recovered soil
samples during the drilling operations. For the apron and hangar borings, 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 P-56 through P-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. For the sand filter borings, 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 about 9.0 to 13.0 feet below the existing site grades (elevation
of about 11.0 MSL) at the boring SB-1 through SB-6locations. 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 backflled upon completion for safety considerations. As such, the reported
groundwater levels at these locations may not be indicative of the static groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 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 orangish brown and tan to light gray and
orangish brown; tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
INOV 1, ZO12
New River MCA P705 Hangar and Apron Expansion - 31 P a g e
Stormwater Narrative
November 5, 2012

S CC)
For DENR Use ONLY f�
Reviewer:
North Carolina Department of Environment and Submit
Natural Resources me: Ti
NCDENR Request for Express Permit Review Time:
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
package of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;alison.davidson(cDncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(dncdenr.gov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or Datrick.progar0ricdenc9ov
• Washington Region -Lyn Hardison 252-948-3842 or Ivn.hardison(rDncdenr.gov
• Wilmington Region -Janet Russell910-796.7302 or fanet.russe0mcdenroov
• Wilmington Region -Cameron Weaver 910-796.7303 or cameron.weaverAmcdenr.gov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P705 HANGAR AND APRON County: ONSLOW
Applicant: CARL H BAKER, JR, P.E. Company: MCAS CAMP LEJEUNE
Address: 1005 MICHAEL ROAD City:MCB CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax:[phone], Email: [e-mail]
Physical Location:WHITE STREET
SW
SW
SW
SW
SW
Project Drains into WHITE OAK RIVER BASIN waters. Is project draining to class ORW waters? N, within''% mile and draining to class SA waters N or
within 1 mile and draining to class HOW waters? N
Engineer/Consultant: CHRISTOPHER E CARLSTEN Company: TRANSYSTEMS RECEIVED
Address: 4390 BELLE OAKS DRIVE, SUITE 220 City:NORTH CHARLESTON, Slate: SC Zip: 29405-_
Phone: [phone], Fax:[phone], Email: [e-mail] OCT 2 6 Z012
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER: _ BY'------_
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance
❑ Major General Variance
® State Stormwater ❑ General, please specify: _ (i.e. NEW Fast Track Low Den., Clear & Grub, SFR, Bkhd & Bt Rip, Linear, Utility, Other, etc.)
❑ Low Density - Please specify: _ [i.e. New, modified or plan revision -SW _ (Provide permit #)]
® High Density -Please specify: New [i.e. New, modified, offsite or plan revision (SW _ (Provide permit #) & type of treatment (detention,
infiltration, wetland, etc) etc]:
❑ Exclusion — Please specify: _ [if DOT project or redevelopment, etc]
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 25 acres to be disturbed. (CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
For DENR use
Fee Split for multiple permits: (Check# I
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW ( HD, LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
oaogius C NL-N ord Lond"e'S
8& 1 0\ 3 R 1\46S
NCDENR EXPRESS July 2012
M-7-
1 ac - 8�1�)3 081�3 LO
�B�I109

SUMMARY OF SOIL CLASSIFICATION
ECEIVE
JAN 0 8 2013
BY:

GET
GvNnn)[el EnMronm[nbt •Teulnp
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite F-
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 Fast Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration Tests (SPT) were performed in the Geld 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 SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose
4 blows/ft or less
Lapse
5 to 10 blows/ft.
Medium Dense
I l to 30 blows/li.
Dense
31 to 50 blows/R.
Very Dense
51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium t/z to 1 inch diameter
Fine t/o to t/z inch diameter
Sand
Coarse 2.00 mm to 'I, inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 man
(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
Mom thm 50% moused 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 Gravel
GC - Clayey Gravel
GC -GM - Silty, 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 'Si1ry,: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
Page 1 of 1
GET Revbioo 1211=7
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or 1.
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blow0ft.
Very Stiff
16 to 30 blows/ft,
Hard
31 blows/ft, or more
Relative Proportions
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 Readings
Groundwater conditions will vary with environmental
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 swaps, drainage
ponds, underdrains and areas of covered soil (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
%lore than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plasticity Chart
5
d_
M 4
w
b 3
€2
9
q t
CH
L)OUID LlMrr (LL) (%)

APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS

• • i. • •fY"�v a.a aN _ _. Y)wdmC""�'....-.w9rR _ e�T•�'% ix -m's:. '., .w
Vie E6, Yav WnCav Fk'y =
I lOD t❑ 1 t I 0 O' P�m—R I H Q I (�) P I r° Tools. Sign Cononent
!t J z—
�\� SWSO 0 r �� F 1' A va �'• a :r.. ::
�0� •. 5s , + mr � �" � �,
�
�Y
Ll y ,<c ,, :-.
- �4l® '3 ,y!4 $`W8f97i0847 :• r< -`'. s. k
'x�".., var�S . 8j090814 •�SpW8900615GSW9506Z�5
i SW8080944
y i kft „ ti. ; SWs saoz04(
� $W8090 17 m :.r o����j�-�1%��..4� , x .F a- s.` •' „�. ; '
�w;,x.
�Zs3'rr i r r v- �.•
Y• ySW&041013 'c -'✓a ter' t SrN"
W809 4. '�i SW89204 0 :.
i'z<~ �W8i99084Jj8 k.�.-, %iidS�49 OZOS» '�-� '` �'t'���
�.� ,=
r �� f� •. �ym` j,{J'. 3>• 6';i3/ f(��yy °.�y �J*^.• 1r it—er—x'E+'?" ,j�,t r '-*�.:.
•.
M`•'�_ - �
091219
aAJ. ` ti 4 Cc...sy� t + 1 'ra �af s:. �
u
ew
eyj../L 1NMI,
081663
- y .t= '6 •, .C"' SW8950803i
-p- 4
ROM)51049

I
"IN �
: Alw
4

U
0
446
AI.
s
DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND
NAVAL FACILITIES ENGINEERING COMMAND-MIDLANT MEN
IPT-MCNC NAVAL STATION - NORFOLK, VIRGINIA Mortenson
MICAS NEW RIVER JACKSONVILLE, NC
P-705: AIRCRAFT MAINTENANCE System ,�,
HANGER AND APRON
SCME: 1'.300' .. T 26 101 W. WN STREET. 500E 900
NDRFOLK. VA 23510 N. RAC

.9
Tran

SHEET NOTES:
t
leol I SITE DOES NOT INCLUDE WETLANDS WITHIN PROPOSED
CONSTRUCTION LIMITS s
NOTES
lb—
o.- ...... DRAINAGE BASIN
DRAINACE BASIN (LOW M5111)
ijDRAI NAGE AREA 462377SF (I0.62AC) c
FXISfiNG IMPERVIOUS 35.263SF (0 81AC)
<
PROPOSOED IMPERVIOUS:
SIDEWALK
FOUNDATION = 55,444 SF (1 27 AC)
"L, PAVEMENT = 16.099SF (0.36AC)
TOTAL = 75.3625F (1.73AC)
TOTAL IMPERVIOUS = 110,625SF (2.54AC)
...... IMPERVOUS = 219%
11h Q,
ME It A
L--, z zl-,�o:�,,
z
FINAL
;t7.-
EARLY START
........../ram ---------- SUBMITTAL
12/7/2012
w
RECEIVE
V"
JAN 0 8 20 13 m 0 r7e mns IN
BY:
Mx
KEY NOTES:
50' INTERMITTENT STREAM BUFFER
r
3 IMPERVIOUS AREA NOT TO BE DISTRUBED
INTERMITTENT STREAM (OUTSIDE CONST. LIMITS)
7A ------ l\ 4-- CD DIVERSION BERM & DITCH REALIGNMENT
lDRAINAGE BASIN DELINEATION
z
........ .. I ... ..... .......
t PROPOSED FOUNDATION EXTENTS
CE) E
PROPOSED SIDEWALK EXTENTS
J1,
PROPOSED PAVEMENT EXTENTS LLJ
�2,x;>
�z
zz towo z C Ap I.- cr
Z aLEGEND
EXISTING IMPERVIOUS z
PROPOSED IMPERVIOUS
er Lu <
FLOW DIRECTION
cr0
c z
AR
----- -- sla o
0
5 Lh
0
z
61N..01"86
L
i:
0
A .. ........
0 Ea
o
M.
— - ---- AS NOTED
W3726
GRAP60' 0 60 HIC SCALE:
2 ........ I
120'
60it
ji
4 5
A

2
III
C
3
u
EGEllfE .
JAN 0 8 2013
5 RV.

E C E i V :
JAN 0 8 1013
2
in
c
91
m
m
��
. System
w�ST .�T
Zl
5
w
o
2 ¢ o
i
¢ F o C7 0
z o J
2 Z
w Y Z
z c
z ¢ m
w d
z
w 0 p
Ir
5 o n
yiy0 a a
FJ
�Zk

P705 Aircraft Maintenance Hangar 8 Apron;
Project: P710 Ordnance Loading Area Addition
Client: C. Allan Bamfonh, Jr., EngineerSumeyor, Ltd
COMPREHENSIVE LABORATORY TEST RESULTS
Project Location: MCAS New River Camp LeJeune North Carolina _
GET Project Number: JX10-116G
Sample
Location
Sample
Type
Sample
-Number
Sample
G'RM
tl$C$,
Symbol
Natural
isture
cementt l%1
Atterberg
unnits
(WPLIPII
Passing
#200(%SlNva
Maximum
Dryl siry
Optimum.
bb'r re
Soaked
CBR Value
Resllienry,
Factor
Swell
(%1
Hydraulic)
Conductivity
Consolidation Testing '
ver a en
.Pressure
tftn
(� ._
C.
C'
S
B-2
Split Spoon
S-7
13-15
Sc
40.8
NT
35.0
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-3
Split Spoon
S-5
B-10
SC
30.3
33/17/16
37.9
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-5
Split Spoon
S-1
0-2
CL
19.6
442222
57.0
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-6
Split Spoon
S-5
8-10
SP-SM
16.1
Non -Plastic
H.7
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-6
Split Spoon
S-13
4345
SP
24.1
Non -Plastic
4.0
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-6
Split Spoon
S-15
5355
SM
20.1
Non -Plastic
21.1
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-7
Split Spoon
S-4
6-8
SM
189
Non -Plastic
38.5
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-7
Split Spoon
S-6
10-12
SPSM
22.1
Non -Plastic
11.4
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-7
Split Spoon
S8
18-20
CL
77S
68/4226
68.8
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-12
Split Spoon
S-3
4-6
SM
26.3
Non -Plastic
36.5
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
B-15
Split Spoon
S-2
2-4
CL
16S
33119/14
58.4
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
P-1
Bulk Sample
P-1
1-2
SM
14.0
Non -Plastic
46.3
113.4
12.0
22.4
2.5
0.0
NT
NT
NT
NT
NT
NT
P-7
Bulk Sample
P-7
1-2
SM
10.2
Non-Plasbc
31.2
106.8
135
28.0
30
0.2
NT
NT
NT
NT
NT
NT
P-8
Bulk Sample
P-8
1-2
MIL
26.3
Non -Plastic
62S
104.2
18.1
10.6
25
0.8
NT
NT
NT
NT
NT
NT
P-15
Bulk Sample
P-15
1-2
SM
10.3
Non -Plastic
30.5
106.7
12.8
27.2
3.0
0.1
NT
NT
NT
NT
NT
NT
P-16
Bulk Sample
P-16
1-2
SM
12.0
Non -Plastic
15.7
105,7
125
19.0
3.0
0.0
NT
NT
NT
NT
NT
NT
P-19
Bulk Sample
P-19
1-2
Sc
18.7
29/17/12
46.0
112.8
130
19.2
3.0
0.1
NT
NT
NT
NT
NT
NT
P-27
Bulk Sample
P-27
1-2
SM
12.1
Non -Plastic
22.8
109.8
113
23.0
3.0
0.0
NT
NT
NT
NT
NT
NT
P-34
Bulk Sample
P-34
1-2
SM
12.4
Non -Plastic
20.3
109.7
122
26.6
1 3.0
0.0
NT
NT
NT
NT
NT
NT
P-36
Bulk Sample
P-36
1-2
SM
15.7
Non -Plastic
29B
116.1
12S
20S
3.0
0.0
NT
NT
NT
NT
NT
NT
P-42
Bulk Sample
P-42
1-2
SM
16.5
Non -Plastic
354
112.3
12.2
27.2
3.0
0.1
NT
NT
NT
NT
NT
NT
P49
Bulk Sample
P-49
1-2
SM
14.4
Non -Plastic
18.5
113.7
11.5
29.4
3.0
0.0
NT
NT
NT
NT
NT
NT
P-51
Bulk Sample
P-51
1-2
MIL
18.8
Non -Plastic
566
99.6
18.5
4.2
2.5
1.1
NT
NT
NT
NT
NT
NT
BMP-1
Split Spoon
St
1B
CL
20.2
NT
75S
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-2
Split Spoon
I S-1
1.5
CL
23.8
NT
560
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-3
Split Spoon
S1
1.5
SM
10A
Non -Plastic
12A
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMPA
Split Spoon
S-1
1.5
SM
127
Non -Plastic
294
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-5
Split Spoon
S-1
1.5
SP
4.4
Non -Plastic
46
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-6
Split Spoon
S-1
1.5
SM
135
Non -Plastic
184
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-7
Split Spoon
S-1
1.5
SM
14.1
Non -Plastic
137
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP$
Split Spoon
S-2
2.5
SM
128
Non -Plastic
20.1
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-9
Split Spoon
S-2
3.5
Sc
148
NT
476
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-10
Split Spoon
S-2
2.5
SPSM
5.0
Non -Plastic
5.5
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-11
Split Spoon
S-2
3,0
SPSM
4.0
Non -Plastic
5.4
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
BMP-12
Split Spoon
S-2
3.0
SIM
10.4
Non -Plastic
26.0
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT
NT = Not Testeal GET
(- em �aevsa
AA C✓olne lBNe
ie191 W }Bg915 Fm 9f 0.nbB%i

k l._-
'^�I
i , � { � •. III P -
.iir
`:.I II Ili
�Q-_4-----------
------------------------------------------
.3. .
(r -ti -' .Q Q•��: fo'
.l G .. I," �..'r - 'Z'I� ;'•-I; i�l�irj, [:'1 r!;- 1 ,.I ljt-o i.I Li: _ •�JI
LIrLt. tr 7j I.1 p it}III-F LEI rj',r t L
��. •1. \ -: b. II ..} Ll_ _ F I,. .,�h , r,l c�0 y`�• c II[�,f I 1,`tP
.5 Q �- Q Q ' r}' l l t.� r c l' i 1., -1 P.'
�•)\ �'4 -- r'I� ` Iq .i i "'T' ' t-'�_ 1 Q'_ I '_ t::\. { .I "
ya\\ \.w.\', w. \ y _ r wr 5vli Qry.° Il•—_.� y IQ h t1 Tl �Y'' I_y r1 t.l j. .-) v.
— Iz0IX
nlf
FF
.'!'_ P Q' R I } Q' Q' I l 2' Q Q' \ QRQ'.,- lIyt 10�� `\ `.1 �: 1 -'r'.: �\ '•,R, l 1.1 I (a / 1 \ � I y Ir nisi yi l�)1 ICI: I ail.
l;Q' Q Q •l'Q' r`'t l tll'ILI 'itl JIll r rl !-Ltd, tl ,IrI
�� t \\ -1'•., �- '\ o� .]�I ,�O `I QSLO-.- Q"rly �� t fIQ�II t.1,Tli[j i4111 lit �. Y[It-f yt ,if} Q�Q'�` ,1i I
II�
"\ \��, \ ` �` \ �• C' �1 ',�. 1 tit 9`T 91 Ary P1 '1,L ,�1 I 11Ia jI rI I,II1 I -I _Lr. :: �� I
Q. Q I Q' 4' Q
�,'� II iI yltr� �Ci'.�Q�49.. �� [
tF'I
\ .�6 ♦ (I 6 °.� P\ A6 y,.HS I ` t,- �1I'1
Q' Q R, Q Q' Q' Q Q' Q 1 I l` j t-1ii-,
I Il i{ v �I+} � I
Aq
1`\l
! 11
------------
ty v U, t`i' is I V 'L vA t lyy I,-
'; :A1 A\VA�A
\�\- � ` • @ oA � v` � �' `��� .; A _- � w ._. �ti I i it III t(, I I� O 4 t IA� �,• yt' ��'
r 1
l �yt �\
\`�x� yyA� yVA� �}� \� A t If /l '•�I " '� �V r ; lil tt 7 -�
\ \ \ \\ yPr\. �✓ 1 'f�` n'h. w'� : \ r '_� _ _ /�( li _ _ —. _ -__-_-----
JAN 0 8 2013 =
St