SW8140122_HISTORICAL FILE_20140228

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Jy012z.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20Ili 022S
YYYYMMDD

LF MA
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM
Director
February 28, 2014
Pat McCrory, Governor
John E. Skvarla, III, Secretary
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 140122
P1349 Special Ops Training Complex Site #1
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P1349 Special Ops Training Complex Site #1 on February 21, 2014. 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 140122, dated February 28, 2014, for the
construction, operation and maintenance of the BMP's and built -upon area associated with the
subject project.
This permit shall be effective from the date of issuance until February 26, 2022, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B 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
Linda Lewis, at [phone].
Sincerely,
5�trancyAlics5&Pt
.E.,Director
Division of Energy, Mineral and Land Resources
GDS/arl: G:1WQ1Share&Stormwater\Permits & Projects\20141140122 HD12014 02 permit 140122
cc: Anna Lee Bamforth, P.E., C. Allan Bamforth
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140122
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
Commanding Officer, MCB Camp Lejeune
P1349 Special Ops Training Complex Site #1
Booker T. Washington Boulevard, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) sand filter(s), 2 areas of permeable
pavement and a Rainwater Harvesting System in compliance with Session Law 2008-
211 and the provisions of 15A NCAC 2H .1000 (hereafter collectively referred to 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
Energy, Mineral and Land Resources and considered a part of this permit.
This permit shall be effective from the date of issuance until February 28, 2022 and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.8, 1.9 and 1.10 of this permit.
3. The application form, supplement forms, approved plans and specifications for
this project are incorporated by reference and are enforceable parts of the
permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The project shall provide and maintain a 50' wide vegetated 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 rivers and streams and
the mean high water line of tidal waters.
6. All runoff being directed into wetlands shall flow into and through those wetlands
at a non -erosive velocity of 2 fps or less.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 140122
7. No direct discharges to SA waters are allowed. The runoff in excess of the
design storm bypassed from the sand filter must be directed into a 50' vegetated
filter strip and level spreader, designed per Section .1008 (f) of the stormwater
rules. The underdrain discharge must be directed in a diffuse, non -erosive
manner into the buffer, or into a vegetated area capable of achieving effective
infiltration of the runoff.
The following design elements have been approved for the sand filters, and must
be provided in the system at all times.
DA2
DA3
SF #2
SF #1
a.
Drainage Area, acres:
1.88
3.00
Onsite, ft2:
82,052
130,783
Offsite, ft2:
0
0
b.
Total Impervious Surfaces, ft2:
18,422
54,001
Buildings, ft2:
1,250
18114
Roads/Parking, ft2:
10,536
30,796
Other, ft2:
6,636
7,821
Offsite, W.
0
0
RHS roof BUA credit, ft2:
0
(-2,730)
c.
Greater Design Storm, inches:
1.5
1.5
d.
Sand Bed Depth, feet:
1.5
1.5
e.
Sediment Chamber Bottom Elev. fmsl:
27.0
25.5
r.
Top of Sand Elev., fmsl:
27.0
25.5
Sediment Surface Area, A., ft2:
628
1,551
h.
Sand Surface Area, Af, ft2:
3,223
5,179
i.
Weir / Storage Elevation, fmsl:
28.5
27.0
j.
Maximum Head on Filter, feet:
1.5
1.5
k
Permitted Storage Volume, ft3:
6,356
10,287
I.
No. Underdrains / Diameter, inches:
10 / 6" 0
10 / 6" 0
m.
Time to Draw Down, hours:
4.1
6.7
n.
Seasonal High Water Table, FMSL:
24.5
23.0
o.
Clay liner provided / thickness:
Yes / 12"
Yes / 12"
p.
Receiving Stream / River Basin:
Stones Bay / WOKO'�
q.
Stream Index Number:
19-30
r.
Classification of Water Body:
"SA HQW"
The following design elements have been approved for the permeable pavement
areas acting as infiltration systems for the 10 yr 24 hr storm and must be
provided and maintained at design condition:
a. Drainage Area, ft2:
Permeable pavement, ft2:
Adjacent Areq, ft2:
b. Effective BUA, ft
c. Total BUA, ft2:
d. Design Storm, inches:
e. D„,q Aggregate Depth, inches:
f. Storage Volume, ft :
g. Expected Infiltration Rate, in/hr:
h. 10 year 24 hour design storm, in.
i. SHWT, FMSL:
j. Time to Draw Down, days:
k. Receiving Stream/River Basin:
I. Stream Index Number:
m. Classification of Water Body:
DA1
DA4
79,044
17,678
77,944
17,288
1,100
390
38,972
8,644
40,072
9,034
3.67
3.67
14
14
36,374
8,068
1.13
4.02
6.83
6.83
29.0
26.0
1.27
0.35
Stones Bay /
WOK02
19-30
"SA HQW"
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 140122
10. The following design elements have been approved for the Rainwater Harvesting
System located within DA3 for SF #1, and must be provided and maintained at all
times:
a. Captured Roof Area, ft2:
2,730
b. Design Storm, inches:
3.67
c. Runoff Volume provided, ft3:
2005
(StormTank Model 15,000 gallons)
d. Dedicated Use:
Toilet Flushing (100%)
(Based on a demand of 1,000
gallons per day)
e. Overflow treatment:
DA3 sand filter
II. SCHEDULE OF COMPLIANCE
No person or other legal entity shall alter the approved storm water management
system, or fill in, alter, or pipe any drainage feature, including swales, shown on
the approved plans as part of the stormwater management system, unless and
until the permittee submits a modification to the permit and receives approval
from the Division.
2. The permittee is responsible for verifying that the constructed built -upon area for
the entire project and for each permitted BMP does not exceed the maximum
allowed by this permit.
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 stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
5. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. If the stormwater
system was used as an Erosion Control device, it must be restored to design
condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
6. 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 all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 140122
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
9. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of filter media, bypass structures, orifice,
catch basins and piping.
g. Access to all components of the system must be available at all times.
10. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEMLR. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by
DEMLR personnel. The facility must be in compliance with all permit conditions.
Any items not in compliance must be repaired or replaced to design condition
prior to the transfer. Records of maintenance activities performed to date will be
required.
13. The facilities must be constructed in accordance with the conditions of this
permit, the application, approved plans and specifications, and other supporting
data.
14. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
The permittee shall submit a completed and signed Name/Ownership Change
Form, accompanied by the supporting documentation as listed on the form, to the
Division of Energy, Mineral and Land Resources at least 60 days prior to any one
or more of the following events:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee;
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 140122
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
Neither the sale of the project area in whole or in part, nor the conveyance of
common area to a third party, constitutes an approved permit transfer.
3. Any individual or entity found to be in noncompliance with the terms and
conditions of a stormwater management permit or the stormwater rules is subject
to enforcement action by the Division, in accordance with NCGS143 Article 21.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. 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.
7. Permittee grants permission to staff of the DEMLR to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall submit a permit renewal application and processing fee at
least 180 days prior to the expiration date of this permit.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
Permit issued this the 28th day of February 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of nergy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 140122
P1349 Special Ops Training Complex Site #1
Stormwater Permit No. SW8 140122
Onslow County
Designer's Certification
Page 1 of 2
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 140122
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The sand filter elevations are per the approved plan.
6. The sand filter is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. For open sand filters, all slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DEMLR Regional Office
Page 8 of 8

C�
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
-3l 4Co)Z-2o-1¢
s¢CxQ`/
*3U796
I SWS /40l Z
Applicable Rules: ❑ Coastal SW —1995 X Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW /ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fornn 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.):
P1349 Special Operations Training Complex (Site 1)
2. Location of Project (street address):
Booker T Washington Boulevard MCB Camp Lejeune
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
Take Hwy 210/Rifle Range Road from State Route 17, turn left onto Range Road. Follow Range Road until
intersection with Booker T. Washington Blvd
4. Latitude:34° 35' 23.12" N Longitude:-77° 26' 34.62" W of the main entrance to the project.
IL PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modification'
+Reneroals with modifications also requires SWU-702 — Renewal Application Forin
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* Z 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, N/A and the previous name of the project, if different than currently
proposed, EC IVE
4. a. Additional Project Requirements (check applicable blanks; information on required sta erp ,45 canbe*o'�
obtained by contacting the Customer Service Center at 1-877-623-6748): r[ul LL dLL 'I
❑LAMA Major ®Sedimentation/Erosion Control: 13.9 ac of Dist d Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If 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? ®No []Yes
If yes, see S.L. 2012-200, Part VI: http://oortal.ncdenr.org/web/wq/ws/su/statesw/rules laws
Form SWU-101 Version 06Aug2012
Page I of 6

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 ownsthe project):
Applicant/Organization:Commanding Officer Marine Corps Base Camp Leieune
Signing Official & Title: Neal Paul Deputy Public Works Officer
b.Contact information for person listed in item 1a above:
Street Address:Building 1005 Michael Road
City:MCB Camp Leieune State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:[e-mail]
State:
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/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if
City:
Phone: ( )
Email:
State:
Fax:
JAN 3 12014
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:David Towler
Signing Official & Title:Civil Design Branch
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division Building 1005
City:Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-3238 ext.3284 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of
Phone #:
Form SWU-101 Version 06Aug2012 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The site stormwater will be collected via a combination of overland flow, a curb and gutter system with curb
cuts storm sewer pine and inlets and culverts and ditches that will be directed to BMPs on the site.
Stormwater management for the parking areas will be provided by pervious concrete with infiltration and dry
detention The building roof drainage will be collected and directed to a rainwater harvesting tank; bypassed
flow will discharge to a sand filter. The remainder of the site will flow to one of two sand filters. The
receiving water for this site is Stone Bay which outfalls into the New River, an SA water. Pervious concrete
will receive a 50%, BUA credit since it is designed for infiltration and located within Soil Group B and C Soils.
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 PUDApproval 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 II — Post Construction
3. Stormwater runoff from this project drains to the
4. Total Property Area: 13.9 acres
River basin.
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area':
13.9 acres
Tohd project urea shall be calculated to exclude the follozoing: the normal pool of intppounded structures, the area
between the banks of streams and rivers, the area below the Nornml High Water (NHW) line or Mean 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 = 37.6 %
9. How many drainage areas does the project have?4 (For high density, count I for each proposed engineered
storntzvater BMP. For low density and other projects, use 1 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.
FEB 2 0 2014
Form SWU-101 Version 06Aug2012 Page 3 of 7

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Draina e Area 4
Receiving Stream Name
Stones Bay
Stones Bay
Stones Bay
Stones Bay
Stream Class *
SA;HQW
SA;HQW
SA;HQW
SA;HQW
Stream Index Number *
19-30
19-30
19-30
19-30
Total Drainage Area (sf)
704499,92q
82,052
130,783
+F79% rxvT
On -site Drainage Area
82,052
130,783
k3 99S (7(p
Off -site Drainage Area (sf)
1 0
0
1 0
1 0
Proposed Impervious Area`* (sf)
40,072
1 18,422
56,731
9,034
% Impervious Area** (total)
49 1 514
1 22.5
43.4
b9.2
-
Impervious" Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (sf)
0
1,250
18,114
0
On -site Streets (sf)
0
10,536
30,796
0
On -site Parking (sf)
38,97?_
0
0
8,644
On -site Sidewalks (sf)
1,100
4,682
3,700
390
Other on -site (sf)
0
1,954
4,121
0
Future (sf)
0
0
0
1 0
Off -site (sf)
0
1 0
0
0
Existing BUA*** (sf)
0
0
0
10
Total (sf):
40,072
18,422
56,731
1 9,034
Stream Class and Index Number can be determined at:littp'//oortal.ncdenr.orgAoebAi)glps/csu/classifications
bnpervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be reproved and which will be replaced by nee BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that max be subject to more stringent stornnvater requirements as per 15A 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
fromhttp://portal.ncdenr.org/web/wq/ws/su/bmp-manual:
VL 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 httl2://12ortal.ncdenr.org/web/wq/ws/su/­statesw/forrns 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 http://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 fromhttl2://portal.ncdenr.org/web/wq/­ws/su/statesw/forms does.
tials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed si n d dated
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDE (F�r ran E p
htto://www.envhelp.org/pages/onestoFexpress.htmi for or o
and the associated fees. Contact the appropriate regional o f e Express P
additional information and to schedule the required applica9yn meeting.)
Form SWU-101 Version 06Aug2012 Page 4 of 7
refer to
Y
for

5. A detailed narrative (one to two pages) describing the storm water treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'h mile of the site boundary, include tlle'f
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. 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 NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
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 casements, 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).
A La
ALA
ALA
A u5
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify ALA
10
11
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 verify the SH WT prior
to submittal, [phone].)
rJ A
t4 A
A copy of the most current property deed. Deed book: N/A Page No: N/A
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.
htW://wwwsecretary.statencus/Corporations/CSearch.aspx Pip, C E I 9'R
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS JAN 3 1 2014
For all subdivisions, outparcels, and future development, the appropriate propentrestrictions and prot ive
covenants are required to be recorded prior to the sale of any lot. If lot sizes varyFgignificantly or the pr sed
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
httn //portal ncdenr org/web/wq/ws/su/statesw/forms does. 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.
Fonn SWU-101 Version 06Aug2012 Page 5 of 7

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 engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth, P E , L.S.
Consulting Firm: C. Allan Bamforth Jr.,Engineer-Surveyor, Ltd
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: (757 ) 627-7079
Email:alb@baniforti).com
Fax: (757 ) 625-7434
IX, PROPERTY OWNER AUTHORIZATION (if Con tact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type none of person .
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, itent ]a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and /or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
a Notary Public for the State of
do hereby certify that
before me this _ day of
stormwater permit. Witness my hand and official seal,
SEAL
County of
personally appeared
and acknowledge the due execution of the application for a
My commission
JAN 3 1 2014
Form SWU-101 Version 06Aug2012 Page 6 of 7

. ' X.' APPLICANT'S CERTIFICATION
1, (print or hjpe name of person listed in Contact Information, item 1n) Neal Paul
certify that the information included on this permit application form is, to the best of my knowledge, correct anti
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 stormwat ules under 15A NCA 2H .1000 and any other applicable state storrmmw`ater requirements.
Signature: `n, Date: v�JDI
I, / ' G a Notary Public for the State of �' V l� , County of
do hereby
cert4 that � IM1lAA1i personally appeared
before me this � day of �� V (/� ( , and acknow/ge the due executio he application for
a stormwater permit. Witness my hand and official seal,
KELLEY VANDECOEVERING
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA
SEAL
My commission expires ' bW
Form SWU-101 Version 06Aug2012 Page 7 of 7

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
935
03.04 09:42
a 919104512927
9
03.04 09:42
03.04 09:44
9
OK
TIME :03-04-2014 09:44
FAX NO.1
NAME
`SUCCESSFUL TX NOTICE'
$[eta of North Carollva '
Deportment of Hnvlronmant avO Nrtu rnl Reeourae�
W.lminy.ov Reglonai Ottlm
Pae h/aCrnry, Governor FAX COVHR RH F,FT ✓axe SS•krvrto /l�l/9earata ry
Date: f: No. Pv6aa (axol. cover): b
J.-Q.a.�r
Phone: (9.303_7$6-�336
12'1 Caren el O.tw Cabof ion, WYming.un. NC'16�a3 � (Y la) 7yR-T2t� � M P_9n^l firl,nTmity AMnnstivn An.lan P P1nYa

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET
Date:
To: /j/�/�G �UL QC�•6�� G//O/�'S
Co:
Fax:
John E Avarla III, Secretary
No. Pages (excl. cover): U
From: Jo Casmer
Phone: [phone]
Fax: [phone]
Re:
SG� 8 /moo/a z
r
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
./
TIME :03-04-2014 09:42
FAX NO.1
--.+ NAME
FILE NO. 933
DATE 03.04 09:40
TO a 917576257434
DOCUMENT PAGES 9
START TIME 03.04 09:40
END TIME 03.04 09:42
PAGES SENT 9
STATUS OK
'SUCCESSFUL TX NOTICE'
3(utn of NorlL Carolloa
D spv rr mint of ltn vlroa want ane Nvlu ral Rmm�rcaw
Wllm lvrton RaQlonvl OMca
Par MCC y. Governor FAX COVY]R tlHSET John ESAvvily //! 3ecretnry
Pfiona: r9109964:36
-
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12'1 Cere 4�n1 Drlve Hia[malonWll n�Ingtnn: NC 2B4O3 � (910)')96-'12 )$ � M Pqu sl OpyntlYnlq AFOm�ru ve Attlon F3n�ployar

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
Date: 3/7/
Fax: �—L CQO Z� f %
Re:/3`T / �OELi fJ L o
No. Pages (excl. cover): U
From: Jo Casmer
Phone: [phone]
Fax: [phone]
S�rE�i
Z.
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

Lewis,Linda
From: Andrea Murden <[e-mail]>
Sent: Friday, February 28, 2014 12:55 PM
To: Lewis,Linda
Subject: RE: SW8 140122
Linda,
All those revisions look good to me. Thank you for your help.
Andrea
From: Lewis,Linda[mailto:linda.lewisCabncdenr.govl
Sent: Friday, February 28, 2014 12:49 PM
To: Andrea Murden
Subject: SW8 140122
Andrea
While drafting the permit, I've had to make some minor changes and corrections to the supplements and application.
Please reply to this email acknowledging the following changes:
For DA 1:
1. On page 4 of 7 of the application I changed the drainage area for the permeable pavement to the area of the
pavement (77944) plus the adjacent BUA (1100) = 79044 sf. If the drainage area is more than this, then the
adjacent BUA amount needs to be adjusted. Runoff from vegetated areas CANNOT be directed onto the
permeable pavement surface.
2. 1 changed the percent impervious to 50.7%;
3. 1 changed the on -site parking to 38,972 (which is the amount from the supplement).
For DA 2:
1. On the supplement form, I changed the bottom elevation of the sand filter to 25.5. Although the elevation at the
deepest point is 25.1, you should list 25.5 to demonstrate a 1 foot clearance to the SHWT elevation at 24.5.
2. 1 changed the area of the sediment basin (As) to 628. With non -vertical side slopes, I'm defaulting to the lowest
elevation to report area provided. It may be that an average could be reported as well.
For DA 3:
1. 1 changed the area of the sediment basin (As) to 1551. With the non -vertical side slopes, I'm defaulting to the
lowest elevation to report area provided. It may that an average could be reported as well.
2. On the volume calculations you provided, it looks like the sediment areas provided at elevations 25.5 and 27
were listed backwards with the larger area at the lower elevation. It doesn't change the incremental volume
calculation, though.
For DA 4:

1. 1 changed the onsite drainage area to 17678 (17288 + 390) as for DA 1. If the drainage area is more than this,
then the adjacent BUA amount needs to be adjusted. Runoff from vegetated areas CANNOT be directed onto
the permeable pavement surface.
2. 1 changed the percent impervious to 51.1%.
Thank you.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office - 910-796-7215
Direct Line - 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

STORMWATER CALCULATIONS
PERMIT APPLICATION
P-1349
SPECIAL OPERATIONS TRAINING COMPLEX - SITE 1
CAMP LEJEUNE, NORTH CAROLINA
A/E Contract No. N40085-10-0.5304
EProjects Work Order Number: 1168093
EC EIV
FEB 2 1 2014
By:`wF14r IZZ
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
February 21, 2014

[I]
STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Basis of Design: This project will replace existing training facilities and includes a new Special
Operations Training Group (SOTG) Complex. Two new parking lots will be provided. Booker
T. Washington Boulevard will also be realigned with portions of the existing road being
removed. The site is draining to class SA waters. For class SA waters, this quality volume is
calculated using the increase in runoff volume from pre to post development for the 1-year, 24-
hour storm or 1.5-inches over the site, whichever is greater. The site is broken up into four
drainage areas, I through 4. The quality volume is satisfied by a combination of two sand filters,
rainwater harvesting and porous concrete pavement with infiltration in the parking lots. Dry
detention areas are provided in areas where additional quantity volume is required for the ten
year storm event. Time of concentration was found using Seelye's Chart for overland flow and
Kirpich Chart for overland flow. 1-Yr, 24-hour storm calculations were performed for soil group
B, good conditions. The 1-year, 24-hour storm is 3.67 inches. This site is designated as Site I.
The Pervious Concrete pavement section was sized with the PervI0U5Pave pervious pavement
design & analysis software. The stone section was sized for a I-yr, 24-hr storm, 3.67-inch
volume, and 40% void ratio. Additional calculations are included in the Pavement Calculations.
All BMPs are in conformance with North Carolina Division of Water Quality "Stormwater Best
Management Practices Manual, July 2007". Calculations were performed using Hydraflow
Express Extension for Autodesk AutoCAD.
Drainalze Area 1
Predeveloped Area — 2.29 acres
Woods/Grass — 2.29 acres C = 0.25 CN = 58
Permeable Pavement (West Lot) — 2.29 acres
Pervious Concrete — 1.79 acres C = 0.40 CN = 77
Concrete — 0.03 acres C = 0.90 CN = 98
Grass — 0.47 acres C = 0.30 CN = 61
1-year, 24-hour Storm (Calculated by Hydraflow)
Or, = 0.58 cfs
Qpo,, = 3.20 cfs
Page 1 of 12
ECEIVE
FEB 2 0 2014
BY:

STORMWA TER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY. 2014
Water Quality Volume Required
Use 1-year, 24-hour Storm since there is no predeveloped impervious area -
Use "Simple Method" by Schueler to Determine Runoff Volume for 1-year, 24-hour Storm:
Predevelopment
Site Area = 99,921 sf
Impervious = 0 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 0%
Rv = 0.05 + 0.009(0) = 0.05 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.05 in/in) x (99921 sq-11) = 1528 cu-ft
® Postdevlopment:
Site Area = 99,921 sf
Impervious = (77,944 x 0.50) + 1100 = 40,072 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 40072/99921 = 40%
Rv = 0.05 + 0.009(40) = 0.41 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(12 in) x (0.41 in/in) x (99921 sq-ft) = 12,529 cu-ft
Total Quality Volume = 12529 — 1528 = 11,001 cu-ft
Volume Required for 10-Year Storm (Calculated by Hydraflow)
P (I0-year)= 6.83 inches
Qp,, = 3.47 cfs
Qpo,, = 7.34 cfs
Volume Required= 11,617 cu-ft
Page 2 of 12
EVEN/ E
FEB 2 0 2014
BY:

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY, 2014
Volume Provided
Total Volume Required for Site= Water Quality Volume+ 10-Year Volume Storm Volume=
11,001 + 11,617 = 22,618 cu-ft
Total Volume Provided by Aggregate = 77944 x 14 in x 0.40 = 36,374 cu-ft OK
Aggregate Depth (D)
Aggregate Depth (D) = P(1+R)/n
P = design storm (in); R = additional BUA ratio; n = percent voids
Water Quality Volume
Dwq = 3.67(1+0.01)/0.40 = 9.27 inches
Aggregate Depth (D) = P(1+R)-(24 x i x 0.2)/n
P = design storm (in); R = additional BUA ratio; I = infiltration rate (in/hr);
n = percent voids
10-Year Storm Volume
DI = 6.83(1+0.01)-(24 x 1.13 in/hr x 0.2)/0.40 = 3.69 inches
*Safe conveyance of 10-yr, 24-hour storm via infiltration acceptable
Dwq (9.27) > D10 (3.69) and < 14 inches OK
Time to Drain Water Volume (Pending Time)
Pending Time (T) = P(l+R)/(24x0.2xi)
P = design storm (in); R = additional BUA ratio; I = infiltration rate (in/hr)
Water Quality Volume
T = 3.67(1+0.01)/24x0.2x1.13 in/hr = 0.68 days
10-Year Storm Volume
T = 6.83(1+0.01)/24x0.2x1.13 in/hr = 1.27 days
Total T = 1.94 days < 5 days OK
ECEIVEF'tl
FEB 2 0 2014
Page 3 of 12 By;

STORMWA TER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Drainaee Area 2
Predeveloped Area — 1.88 acres
Impervious — 0.49 acres
C
= 0.95
CN =
98
Grass — 1.39 acres
C
= 0.30
CN =
61
Sand Filter 2 (adiacent to Building)
— 1.88 acres
Impervious — 0.42 acres
C
= 0.95
CN
= 98
Grass — 1.46 acres
C
= 0.30
CN
= 61
l-year 24-hour Storm (Calculated by Hydratlow)
Qp,, = 2.21 cfs
Qpo,, = 1.94 cfs
Water Quality Volume Required
Since pre impervious (0.49 acres) > the post impervious (0.42 acres), use 1.5-inches:
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 82,052 sf
Impervious = 18,422 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 18422/82052 = 23%
Rv = 0.05 + 0.009(23) = 0.26 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.26 in/in) x (82052 sq-ft) = 2667 cu-ft
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the
sediment basin and sand filter (above the sand) = (0.75)WQV = (0.75)2667 = 2000 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + do
WQV = Water Quality Volume, df= Filter Depth (27-25.5) = 1.5,
K = Sand Permeability, t = Draining Time, ha = Average I -lead
A = (2667 x 1.5)/(3.5)(1.66)(0.75 + 1.5) = 306 sq. ft.
Area Provided = 3223 sq. ft.
Page 4of12 rFEB
CEI E" 2 0 20%
BY:--

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.26)(1.88)(1.5) = 176 sq. ft.
Area Provided = 628 sq. ft.
Maximum Head on Filter
Hmaxfilter= WQVadj/(As + Af)
2000/(628 + 3223) = 0.52 ft.
Maximum Head Provided = 0.52 ft. < 1.5 ft.
Storage Volume
Storage Volume = Volume Stone (992 x 0.40 = 397) + Volume Water Filter+ Volume
Water Sed Basin = (397 +4606 + 1353) = 6,356 cu. ft. >2,000 cu. ft. (WQVadj)OK
Sand Filter Discharge
Q = KiA
K = Sand Permeability, i = Hydraulic Gradient (h+df/df), A = Sand Filter Area
Q = 1.75in/hr x ((1.5' + 1.5')/1.5') x 3223 sq. ft. = 0.26cfs
Underdrain Pipes:
D = 16(Qn/S°3)(318)= 16((0.26 x 6) x 0.01 I /(0.005)o.$)t3i81
D = 9.41, minimum of (4) 6" pipes per NCDENR Stormwater BMP Manual Table 5-1
Provided - (10) 6-inch at 0.50% OK
Outlet Pipe:
Maximum Discharge = 0.26cfs
Provided — (2) 6-inch pipe at 0.50% = 0.80 cfs OK
Diversion Structure
Designed Water Surface Elevation of Sand Filter 2 = 28.50
Diversion Structure for Sand Filter 2 = Structure 53
ECEInea
Overflow Weir Elevation in Structure 53 = 28.50
FEB 2 1 2014
Page 5 of 12
BY:------

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEaRUARY,2014
Drainage Area 3
Predeveloped Area — 3.00 acres
Impervious — 0.72 acres
Woods — 1.10 acres
Grass — 1.18 acres
Drainage Area 3 — 3.00 acres
Impervious — 1.30 acres
Grass — 1.70 acres
C=0.95 CN=98
C=0.20 CN=55
C=0.30 CN=61
C=0.95 CN=98
C=0.30 CN=61
Rainwater Harvesting (Reclamation Tank):
Drainage Area — 0.36 acres
Impervious (Root) — 0.36 acres C = 0.95 CN = 98
Water Quality Volume
Total Average Daily Demand = 1,000 gallons/day (toilet flushing)
Tank Volume Provided = 1,000 gpd x 15 days (required by client) = 15,000 gallons
**Max NCDENR Credit = Daily Demand x 5 days = 1,000 gpd x 5 = 5,000 gallons = 668 cu-ft
Site Area for NCDENR Credit = 2,730 SF (1-yr, 24-hour storm water quality calculations below)
�1
PredevelopmenC
Total Area (for percent impervious calculations) = 16,012
Impervious (for percent impervious calculations) = 1,715 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 1715/ 16012 = I I %
Rv = 0.05 + 0.009(1 l) = 0.15 in/in
Site Area for NCDENR Credit = 2,730 sf
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume =(3.67 in rainfall)/(I 2 in) x (0.15 in/in) x (2730 sq-ft) = 126 cu-ft
Postdevlopment
Site Area for NCDENR Credit = 2,730 sf
Impervious = 2,730 sf
Page 6 of 12
ECEIV E '
FEB 2 0 2014
BY:

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY, 2014
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 100%
Rv = 0.05 + 0.009(I 00) = 0.95 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.95 in/in) x (2730 sq-ft) = 793 cu-ft
Total Quality Volume = 793 — 126 = 667 cu-ft
Factor of Safety = 2,005 cf (tank volume)/667 (WQvol) = 3.0
"Although the tank volume is 15,000 gallons (as required by the client), only 5,000 gallons will
be used for NCDENR Stormwater credit. All bypassed water will enter into sand filter basin 1.
The 2,730 sf in BUA will be reduced from applicable sand filter area I requirements below.
Runoff Volume
Total Roof Area = 16,012 sf
Total Roof Area for NCDENR Credit = 2,730 sf
Average Annual Rainfall = 55 inches
Total runoff = 55 inches x 2,730 sf= 12,513 cu-ft/year
Total Volume Used = 1,000 gpd x 365 days = 48,793 cu-ft
% Used On -site = 48,793/12,513 >100%
Floatation Calculations
Weight of Tank = Length x Width x Height x Weight = 42 x 21 x 3 x 3.363 lb/cf= 8,898 Ibs
Soil Weight Above Tank = Volume x Weight = 42 x 21 x 0.33 x 60 pcf = 17,464 Ibs
ABC Stone Weight Above Tank = Volume x Weight = 42 x 21 x 1.62 x 138 lb/cf = 197,180 Ibs
Buoyancy = Volume Submerged Tank x 62.4 pcf= 2646 cf x 62.4 pcf= 165,110 Ibs
Factor of Safety = Weight of Loads / Buoyant Force
Factor of safety = 223,542/165,1 10 = 1.35 OK
Page 7 of 72 ECEIVE
FEB 2 0 2014
BY:_----

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Sand Filter 1 (with Building overflow) — 3.00 acres
Impervious — 1.30 acres C = 0.95 CN = 98
Grass — 1.70 acres C = 0.30 CN = 61
I -year, 24-hour Storm (Calculated by ydraflow)
Qp, = 2.25 c fs
QPo„ = 4.23 cfs
Water Quality Volume Required
Verify which water quality calculation to use for the site:
Use "Simple Method" by Schueler to Determine Runoff Volume for I -year, 24-hour Storm:
Predevlopment:
Site Area = 130,783 sf
Impervious = 31,363 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
1 = Percent Impervious = 31363/ 130783 = 24%
Rv = 0.05 + 0.009(24) = 0.27 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.27 in/in) x 130783 sq-ft = 10,799 cu-ft
Postdevelopment:
Site Area = 130,783 sf - 2,730 sf (rainwater harvesting tank BUA) = 128,053 sf
Impervious = 56,731 sf— 2,730 sf (rainwater harvesting tank BUA) = 54,001 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 54001 / 128053 = 42%
Rv = 0.05 + 0.009(42) = 0.43 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (3.67 in rainfall)/(I 2 in) x (0.43 in/in) x 128053 sq-ft = 16,840 cu-ft
Total Quality Volume — 16840 — 10799 = 6,041 cu-ft
Page 8 of 12
FEB 2 0 2014
BY:__--

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY. 2014
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 130,783 sf - 2,730 sf (rainwater harvesting tank BUA) = 128,053 sf
Impervious = 56,731 sf— 2,730 sf (rainwater harvesting tank BUA) = 54,001 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I — Percent Impervious = 54001/ 128053 = 42%
Rv = 0.05 + 0.009(42) = 0.43 in/in
Volume = (1.5 in rainfall)/(12 in) x (0.43 in/in) x (128053 sq-ft) = 6883 cu-ft
*Use 1.5-inches, 6883 cu-ft > 6041 cu-ft
Adjusted Water Quality Volume (WQVadj) = (0.75)WQV = (0.75)6883 = 5162 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + dt)
WQV = Water Quality Volume, df = Filter Depth (25.5 — 24.0 = 1.50),
K = Sand Permeability, t — Draining Time, ha = Average Head
A = (6883 x 1.50)/(3.5)(1.66)(0.75 + 1.50) = 790 sq. ft.
Area Provided = 5179 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.44)(3.00)(1.5) = 475 sq. ft.
Area Provided = 1728 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + At)
5162/(1728 + 5179) = 0.75 ft.
Maximum Head Provided = 1.5 ft. > 0.75 ft.
Storage Volume
Volume = Volume Stone (1588 x 0.40 = 635) + Volume Water Filter+ Volume Water
Sed Basin = (635 + 7194 + 2458) = 10,287 cu. ft. > 5162 cu. ft. (WQVadj) OK
Page 9 of 12 EC E I Imo;
FEB 2 0 2014

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY, 2014
Sand Filter Maximum Discharge
Q = KiA
K = Sand Permeability, i = Hydraulic Gradient (h+df/df), A = Sand Filter Area
Q = 1.75 in/hr x ((1.5' + 1.5')/1.5') x 5179 sq. ft. = 0.42cfs
Underdram Pi es:
D = 16(Qn/S0�)("8) = 16((0.42 x 6) x 0.0 11/(0.005)0.5)(3/8)
D = 1 1.26, minimum of (6) 6" pipes per NCDENR Stormwater BMP Manual Table 5
Provided - (10) 6-inch at 0.50% OK
Outlet Pipe:
Maximum Discharge = 0.42cfs
Provided — (2) 6-inch pipe at 0.50%= 0.80 cfs OK
Diversion Structure
Designed Water Surface Elevation of Sand Filter I = 27.00
Diversion Structure for Sand Filter 2 = Structure 37
Overflow Weir Elevation in Structure 37 = 27.00
it
FEB 2 12014
BY:
Page 10 of 12

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY, 2014
Drainage Area 4
Predeveloped Area — 0.41 acres
Impervious — 0.40 acres C = 0.40 CN = 98
Grass — 0.01 acres C = 0.30 CN = 61
Permeable Pavement (South Lot) — 0.41 acres
Pervious Concrete— 0.39 acres C = 0.40 CN = 77
Impervious — 0.01 acres C = 0.90 CN = 98
Grass — 0.01 acres C = 0.30 CN = 61
1-year, 24-hour Storm (Calculated by Hydraflow)
Qp,� = 1.29 cfs
Qp.... = 0.67 cfs
Water Quality Volume Required
Since pre impervious (0.40 acres) > the post impervious (0.21 acres), use 1.5-inches:
Use "Simple Method" by Schueler to Determine Runoff Volume for 1.5-inches:
Site Area = 17,998 sf
Impervious = (17,288 x 0.50) + 390 = 9,034 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 9034/17998 = 50%
Rv = 0.05 + 0.009(50) = 0.50 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.50 in/in) x (17998 sq-ft) = 1,125 cu-ft (2-inches)
Volume Provided
Total Volume Provided by Permeable Pavement = 17288 x 14 in x 0.40 = 8,068 cu-ft OK
Page 11 of 12 rFEB
GEB 2 0 2014
By:-----

STORMWATER CALCULATIONS
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX SITE 1)
MCB CAMP LEJEUNE, NC
FEBRUARY,2014
Aggregate Depth (D)
Aggregate Depth (D) = P(I+R)/n
P = design storm (in); R = additional BUA ratio; n = percent voids
Water Quality Volume
Dwq = 1.5(1+0)/0.40 = 3.75 inches
Aggregate Depth (D) = P(1+R)-(24 x i x 0.2)/n
P = design storm (in); R = additional BUA ratio; I = infiltration rate (in/hr);
n = percent voids
10-Year Storm (to infiltrate)
D 10 = 6.83(1+0)-(24 x 4.02 in/hr x 0.2)/0.40 = negative, no depth requirement
*Safe conveyance of 10-yr, 24-hour storm via infiltration acceptable
Dwq (3.75) > D10 (0) and < 14 inches OK
Time to Drain Water Volume (Pending Time)
Pending Time (T) = P(1+R)/(24x0.2xi)
P = design storm (in); R = additional BUA ratio; 1 = infiltration rate (in/hr)
Water Quality Volume
T = 3.67(1+0)/24x0.2x4.02 in/hr = 0.19 days
10-Year Storm Volume
T = 6.83(1+0)/24x0.2x4.02 in/hr = 0.35 days
Total T = 0.54 days < 5 days OK
Page 12 of 12
FEB 2 0 2014
BY:_-------

P-1349
Project:
Basin Description:
Contour Contour
Elevation Area
(sq. ft)
23.5
24.0
25.5
25.8
27.0
m
M
rn
�
y�
ed
O
C=
�
N
O
gel
F
0.0
3,868.0
5,179.0
5,408.0
6,582.0
filter 1 filter
site 1
sand Filter 1 - sand Filter
Depth
incremental
(ft)
volume
Avg. End
(cu. ft)
N/A
N/A
1
967
2
6785
0
J588'
1
71P
Page 1
cumulative
volume
Avg. End
(cu. ft)
0
967
7752
9340
16534
incremental
volume
conic
(cu. ft)
N/A
645
6761
1588
7182
cumulative
volume
Conic
(cu. ft)
0
645
7406
8994
16176

filter 1 sediment
P-1349
Project:
Site
1
Basin Description:
sand
Filter 1 -
sediment
Contour
Contour
Depth
incremental
Elevation
Area
(ft)
volume
(sq. ft)
Avg. End
(cu. ft)
(cu27.0
25.5
rl28.0
N/A
51.0
2
(2459)
m
T
O
N
M
O
�
�.
O
F
Fj
Page 1
cumulative
volume
Avg. End
(cu. ft)
0
2459
Incremental
volume
Conic
(cu. ft)
N/A
2458
Cumulative
volume
conic
(cu. ft)
0
2458
lJ

0
P-1349
Project:
Basin Description
contour contour
Elevation Area
(sq. ft)
25.1
25.5
27.0
27.3
28.5
0.0
2,270.0
3,223.0
3,390.0
4.286.0
filter 2 filter
site 1
Sand Filter 2 - sand Filter
Depth
Incremental
(ft)
volume
Avg. End
(cu. ft)
N/A
N/A
0
454
2
4120
0
992)
1
4606)
Page 1
cumulative
Volume
Avg. End
(cu. ft)
0
454
4574
5566
10171
incremental
volume
Conic
(cu. ft)
N/A
303
4099
992
4595
Cumulative
volume
conic
(cu. ft)
0
303
4402
5393
9989

filter 2 sediment
3MLC;
Project:
site
1
Basin Description: Sand
Filter 2 -
sediment
Contour
Contour
Depth
incremental
Cumulative
incremental
Cumulative
Elevation
Area
(ft)
volume
volume
volume
volume
(sq. ft)
Avg. End
Avg. End
Conic
conic
(cu. ft)
(cu. ft)
(cu. ft)
(cu. ft)
27.0
628.0
N/A
N/A
0
N/A
0
28.5
1,207.0
2
L376j'
1376
1353
1353
-n M
W
w M
O
rm+
N
i
f!
Page 1

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 300 by Autodesk, Inc.
DA 1 Pre
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 2.290
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Thursday, Jan 9 2014
Peak discharge (cfs) = 0.582
Time interval (min)
= 1
Curve number (CN)
= 58
Hydraulic length (ft)
= n/a
Time of conc. (min)
= 30
Storm Distribution
= Type III
Shape factor
= 484
Runoff Hydrograph
Q (cfs) 1-yr frequency
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Hydrograph Volume = 4,336 (cult); 0.100 (acfq
Q (cfs)
1.00
M1
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 1 1 1 1 I 1 1 1 1 1 1- 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
- Runoff Hyd - Qp = 0.58 (cfs)
FEB 2 0 2014
BY:

Hydrology Report
Hydrallow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DA 1 Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 2.290
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
4.00
twold
2.00
1.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
1 -yr frequency
Thursday, Jan 9 2014
= 3.199
= 1
= 74
= n/a
= 10
= Type III
= 484
Hydrograph Volume = 11,294 (cult); 0.259 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
0.00 i ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
— Runoff Hyd - Qp = 3.20 (cfs) C E
FEB 2 0 2014
BY:

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DA 2 Pre
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 1.880
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
3.00 -T
2.00
1.00
2.0 4.0 6.0 8.0
Runoff Hyd - Qp = 2.21 (cfs)
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
1-yrfrequency
Thursday, Jan 9 2014
= 2.207
= 1
= 71
= n/a
= 10
= Type III
= 484
Hydrograph Volume = 8,007 (cult); 0.184 (acft)
Q (cfs)
3.00
FaIIIIIII)
ERIC(
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
FEB 2 0 2014
BY:

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3t@ by Autodesk, Inc. Thursday, Jan 9 2014
DA 2 Post
Hydrograph type
= SCS
Peak discharge (cfs)
= 1.942
Storm frequency (yrs)
= 1
Time interval (min)
= 1
Drainage area (ac)
= 1.880
Curve number (CN)
= 69
Basin Slope (%)
= n/a
Hydraulic length (ft)
= n/a
Tc method
= User
Time of conc. (min)
= 10
Total precip. (in)
= 3.67
Storm Distribution
= Type III
Storm duration (hrs)
= 24
Shape factor
= 484
Q (cfs)
2.00
1.00
2.0 4.0 6.0 8.0
Runoff Hyd - Qp = 1.94 (cfs)
Runoff Hydrograph
1-yrfrequency
Hydrograph Volume = 7,216 (cuft); 0.166 (acft)
Q (cfs)
2.00
1.00
" 1 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
1 FEB 2 0 2014 U
BY:

Hydrology Report
gvdraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Thursday, Jan 9 2014
DA 3 Pre
Hydrograph type
= SCS
Peak discharge (cfs)
= 2.245
Storm frequency (yrs)
= 1
Time interval (min)
= 1
Drainage area (ac)
= 3.000
Curve number (CN)
= 68
Basin Slope (%)
= n/a
Hydraulic length (ft)
= n/a
Tc method
= User
Time of conc. (min)
= 20
Total precip. (in)
= 3.67
Storm Distribution
= Type III
Storm duration (hrs)
= 24
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
2.0 4.0 6.0 8.0
— Runoff Hyd - Qp = 2.25 (cfs)
Runoff Hydrograph
1-yrfrequency
Hydrograph Volume = 10,907 (curt); 0.250 (acft)
Q (cfs)
3.00
2.00
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
EGEiVw
FEB 2 0 2014 4
BY:

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DA 3 Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 3.000
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
5.00
4.00
3.00
2.00
1.00
2.0 4.0 6.0 8.0
Runoff Hyd - Op = 4.23 (cfs)
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
1 -yr frequency
Thursday, Jan 9 2014
= 4.229
= 1
= 77
= n/a
= 15
= Type III
= 484
Hydrograph Volume = 16,967 (cuft); 0.389 (acft)
Q (cfs)
5.00
EX11111
Blois]
2.00
1.00
-6� ' ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
FEB 2 0 20%
BY:

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
Thursday, Jan 9 2014
DA 3 Pre RW
Hydrograph type = SCS
Peak discharge (cfs)
= 1.005
Storm frequency (yrs) = 1
Time interval (min)
= 1
Drainage area (ac) = 0.360
Curve number (CN)
= 91
Basin Slope (%) = n/a
Hydraulic length (ft)
= n/a
Tc method = User
Time of conc. (min)
= 10
Total precip. (in) = 3.67
Storm Distribution
= Type III
Storm duration (hrs) = 24
Shape factor
= 484
Q (cfs)
2.00
1.00
Runoff Hydrograph
1-yr frequency
Hydrograph Volume = 3,532 (cuft); 0.081 (acft)
Q (cfs)
2.00
1.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
— Runoff Hyd - Qp = 1.00 (cfs)
FEB 2 0 2014 ee
Fd
BY:

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DA 3 RW Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 0.360
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
Thursday, Jan 9 2014
= 1.163
1
= 98
= n/a
= 10
= Type III
= 484
Hydrograph Volume = 4,490 (cuft); 0.103 (acft)
Q (cfs) 1-yr frequency Q (cfs)
2.00
2.00
1.00
1.00
000
0.00
0.0
2.0 4.0 6.0 8.0
Runoff Hyd - Qp = 1.16 (cfs)
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
ECEAVE
FEB 2 0 2014 q

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil M by Autodesk, Inc.
DA 4 Pre
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 0.410
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
Thursday, Jan 9 2014
= 1.288
1
= 96
= n/a
10
= Type III
= 484
Hydrograph Volume = 4,782 (cult); 0.110 (acIt)
Q (cfs) 1 -yr frequency Q (cfs)
2.00
2.00
1.00
1.00
000
0.00
0.0
2.0 4.0 6.0 8.0
Runoff Hyd - Qp = 1.29 (cfs)
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
ECEO "
FEB 2 0 2014
BY:

Hydrology Report
wvdraflow Express Extension for Autodesk® AutoCAD@ Civil 3D® by Autodesk, Inc.
DA 4 Post
Hydrograph type
= SCS
Storm frequency (yrs)
= 1
Drainage area (ac)
= 0.410
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 3.67
Storm duration (hrs)
= 24
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Thursday, Jan 9 2014
Peak discharge (cfs) = 0.668
Time interval (min)
= 1
Curve number (CN)
= 77
Hydraulic length (ft)
= n/a
Time of conc. (min)
= 10
Storm Distribution
= Type III
Shape factor
= 484
Runoff Hydrograph
1 -yr frequency
Hydrograph Volume = 2,319 (cult); 0.053 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 I I I i-Li I I I I 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
EC E' `Y E Time (hrs)
- Runoff Hyd - Op = 0.67 (cfs) �1/
FEB 2 0 2014
By:�

r � d ti �NF02�I
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
February 19, 2014
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Re: Stormwater Project No. SW8 140122
P1349 Special Operations Training Complex
(Site #1)
Onslow County
Dear Ms. Lewis:
ANNA LEE BAMFORTH, P.E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
DAVID W. CAMPBELL
FEB 202014
BY:- V QU�ZZ
Please find attached the check, two copies of the revised sheets, one copy of the revised application and
supplement forms and the revised calculations. The calculations have been hole -punched so that they can be
replaced in the binder that we previously submitted.
Our responses to the February 13, 2014 letter are as follows:
DA #1 (permeable pavement)
There is a discrepancy between the `resulting BUA counted as impervious" number
calculated from the supplement, 38,972 sf, and what is reported on the application, 38,386 sf.
The 38,972 sf is the net effective BUA amount that must be carried over and reported on the
application. The total BUA for DA#I should be 41,244 sf. Similarly, the amount of additional
area treated does not match up to the application.
The calculations are correct. 1 have attached the revised,form for both Drainage Area I and
Drainage Area 4.
2. The (I+ R) value used in the ponding time calculation and in the aggregate depth calculations
has been set to I. "rhe R value is the ratio of the additional area treated by the permeable
pavement to the total permeable pavement surface area. By assuming R=O, the resulting
aggregate depth is smaller and the pending time is shorter. It's not a large enough difference
to matter much, but on larger installations, it could be significant.
1 have revised the R number to be 0.01 for Drainage Area 1. Drainage Area 4 .still has an R
value of 0.
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [757) 625-7434 1 E-MAIL: [e-mail]

F'ebruary 19, 2014
Stormwater Project No, SW8 140122
P1349 Special Operations "framing Complex
(Site # 1)
Page 2
3. Please note that if the D,,.q aggregate depth is greater than the Dio aggregate depth, then you
only need to provide the Dwq depth. It is not required to add the Di() depth to the D,q depth for
design purposes.
1 do understand the requirements and provided clarification in the calculations. The
calculation for both volumes is an in-house check as a factor ofsafety.
DA #2 (Sand Filter #2)
4. A clay liner is not required or needed where the SHWT is more than 2 feet below the bottom
of the filter media.
1 have revised the supplement forms to reflect an interpolated SHWT for the sand filter that
choirs it within 2 Jeet oflhe bottom. This elevation is based on the" Division of Water
Quality Infiltration System Investigation ".
5. An underdrain system is not required or needed for an open -bottom sand filter where SI-(W"r
is more than 2 feet below the bottom of the filter media.
See response to Comment 4.
6. No runoff should enter the piped system after the offline bypass structure. Only runoff that
has been through the offline bypass structure should enter the filter. Please either eliminate
structure #54 or convert it to ajunction box.
Structure 54 has been rerouted to enter the systenm before the bypass structure.
7. The calculated amount of volume provided in the sand filter is too low. My values are higher
than the consultant's. 1 do not know where the difference originates, since the consultant only
provides the final numbers and does not show the numbers or the methodology used to arrive
at the final numbers. A layer of Y deep stone has been specified to sit on top of the sand. I
calculate the stone void volume as the sand area of (4445 st) * 3 inches (0.25 feet) * 0.4 voids
= 444.5 cubic feet. The consultant only comes up with 331 cubic feet and I'd like to
understand why. The same differences are found in the filter volume (5,556 vs. 4,798) and in
the sediment volume (1,809 vs. 1,376).
The volumes take into account the 3:1 sideslope of the filters. Please find the volume
sunmmcny in the attached calculations.
DA #3 (Sand Filter #1 and Rainwater Harvesting
8. The Rainwater Harvesting Supplement (RHS) reports the I year 24 hour volumes as flow
rates.
The supplement has been revised.
EIV
FEB 2 0 2014
BY:

February 19, 2014
Stormwater Project No. SW8 140122
P1349 Special Operations Training Complex
(Site #1)
Page 3
9. The amount of roof area captured is 16,012 square feet. Based on the volume calculation in
Chapter 19 of the BMP Manual, roof area x Rd (1.5") x FOS of 1.2, the minimum volume of
the cistern is 2402 ef, which equates to 17,967 gallons. The supplement reports that the
cistern is 15,000 gallons, or 2005 cf. The proposed cistern is not large enough to handle the
calculated runoff from the proposed amount of roof. Please either increase the size of the
cistern or reduce the roof area treated in the cistern.
The calculations have been revised for the maximum area allowed by NCDGNR for a 5 day
drawdown. Additional roof area volume is stored in the tank per our client's instructions.
10. Per the September 22, 2008 Technical Guidance for sizing a cistern, the correct way to deal
with the sizing of the downstream BMP (Sand Filter #1) where some of the BUA runoff is
directed to a cistern is to remove the cistern BUA from the impervious area calculations for
that BMP. You have proposed to reduce the sand filter volume, WQV, by subtracting the 668
cubic feet of volume handled in the cistern. Please revise the sand fitter #1 design
calculations accordingly.
The calculations have been revised to indicate the matxinuan BUA that can be usedfor
NCDF,NR credit in the rainwater ha) -vesting tank. T his BUA has been subtracted from the
Sand Filter #1 design.
11. A clay liner is not required or needed in a sand filter where the SI IWT is more than 2 feet
below the bottom of the filter media.
I have revised the supplement,forms to reflect an interpolated SH[VTfor the sand filter that
shows it within 2-feet of the bottom This elevation is based on the " Division of Water
Quality Infiltration System Investigation ".
12. An underdrain system is not required or needed for an open -bottom sand filter where SFIWT
is more than 2 feet below the bottom of the filter media.
See response to Comment 11.
13. Please note that the pre/post volume calculations on page 7 of 10 are labeled backwards. The
numbers used to calculate predevelopment volume are actually the post -development
numbers and vice -versa.
Calculations have been revised.
14. The calculated amount of volume provided in the sand filter is too low. My values are
consistently higher than the consultant's and I'd like to know why. I do not know where the
difference originates, since the consultant only provides the final numbers and does not show
the numbers or the methodology used to arrive at the final numbers.
The volumes take into account the 3:1 sideslope of the,filters. Please find the volume
suntmary in the attached calculations.
15. No runoff should enter the piped system after the offline bypass structure. Only runoff that
has been through the offline bypass structure should enter the filter. Please either eliminate
structure #39 or convert it to ajunction box.
So-neture 39 has been revised to have a solid top. en .,
�.QEjVE ,
FEB 2 0 2014
f Y•

Ftbruary 19, 2014
Stormwater Project No. SW8 140122
P1349 Special Operations Training Complex
(Site#1)
Page 4
DA #4 (Permeable Pavement)
16. Same comments as listed for DA #1. There is a discrepancy between the "resulting BUA
counted as impervious" number calculated from the supplement, 8,644 sf, and what is
reported on the application, 8,509 sf. The 8,644 sf is the net effective BUA amount that must
be carried over and reported on the application. The total BUA for DA #4 should be 9,304 sf.
Similarly, the amount of additional area treated does not match up to the application.
See the respon.cer to Drainage Arect 4 in Drainage Area 1 comments 1— 3.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely, � D
Anna Lee Bamforth, P.E., L.S. LEED AP BD+C� / �—
President
ri
FEB 2 0 20%
BY:__

I
February 13, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 140122
P 1349 Special Ops Training Complex Site #1
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for P1349 Special Ops Training Complex Site #1 on January 31, 2014. A
preliminary review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review, broken down by drainage
area:
DA #1 (permeable pavement)
There is a discrepancy between the "resulting BUA counted as impervious" number
calculated from the supplement, 38,972 sf, and what is reported on the application,
38,386 sf. The 38,972 sf is the net effective BUA amount that must be carried over and
reported on the application. The total BUA for DA#1 should be 41,244 sf. Similarly, the
amount of additional area treated does not match up to the application.
The (1+ R) value used in the ponding time calculation and in the aggregate depth
calculations has been set to 1. The R value is the ratio of the additional area treated by
the permeable pavement to the total permeable pavement surface area. By assuming
R=O, the resulting aggregate depth is smaller and the ponding time is shorter. It's not a
large enough difference to matter much, but on larger installations, it could be significant.
3. Please note that if the Du,q aggregate depth is greater than the D10 aggregate depth, then
you only need to provide the Dwq depth. It is not required to add the D10 depth to the Dµq
depth for design purposes.
DA #2 (Sand Filter #21
4. A clay liner is not required or needed where the SHWT is more than 2 feet below the
bottom of the filter media.
5. An underdrain'system is not required or needed for an open -bottom sand filter where
SHWT is more than 2 feet below the bottom of the filter media.
6. No runoff should enter the piped system after the offline bypass structure. Only runoff
that has been through the off line bypass structure should enter the filter. Please either
eliminate structure #54 or convert it to a junction box.
The calculated amount of volume provided in the sand filter is too low. My values are
higher than the consultant's. I do not know where the difference originates, since the
consultant only provides the final numbers and does not show the numbers or the
methodology used to arrive at the final numbers. A layer of 3" deep stone has been
specified to sit on top of the sand. I calculate the stone void volume as the sand area of
(4445 sf) * 3 inches (0.25 feet) * 0.4 voids = 444.5 cubic feet. The consultant only comes
up with 331 cubic feet and I'd like to understand why. The same differences are found in
the filter volume (5,556 vs. 4,798) and in the sediment volume (1,809 vs. 1,376).

Mr. Paul
February 13, 2014
Stormwater Application No. SW8 140122
DA #3 (Sand Filter #1 and Rainwater Harvesting)
8. The Rainwater Harvesting Supplement (RHS) reports the 1 year 24 hour volumes as
flow rates.
9. The amount of roof area captured is 16,012 square feet. Based on the volume
calculation in Chapter 19 of the BMP Manual, roof area x Rd (1.5") x FOS of 1.2, the
minimum volume of the cistern is 2402 cf, which equates to 17,967 gallons. The
supplement reports that the cistern is 15,000 gallons, or 2005 cf. The proposed cistern is
not large enough to handle the calculated runoff from the proposed amount of roof.
Please either increase the size of the cistern or reduce the roof area treated in the
cistern.
10. Per the September 22, 2008 Technical Guidance for sizing a cistern, the correct way to
deal with the sizing of the downstream BMP (Sand Filter #1) where some of the BUA
runoff is directed to a cistern is to remove the cistern BUA from the impervious area
calculations for that BMP. You have proposed to reduce the sand filter volume, WQV, by
subtracting the 668 cubic feet of volume handled in the cistern. Please revise the sand
filter #1 design calculations accordingly.
11. A clay liner is not required or needed in a sand filter where the SHWT is more than 2 feet
below the bottom of the filter media.
12. An underdrain system is not required or needed for an open -bottom sand filter where
SHWT is more than 2 feet below the bottom of the filter media.
13. Please note that the pre/post volume calculations on page 7 of 10 are labeled
backwards. The numbers used to calculate predevelopment volume are actually the
post -development numbers and vice -versa.
14. The calculated amount of volume provided in the sand filter is too low. My values are
consistently higher than the consultant's and I'd like to know why. I do not know where
the difference originates, since the consultant only provides the final numbers and does
not show the numbers or the methodology used to arrive at the final numbers.
15. No runoff should enter the piped system after the off line bypass structure. Only runoff
that has been through the offline bypass structure should enter the filter. Please either
eliminate structure #39 or convert it to a junction box.
DA #4 (Permeable Pavement)
16. Same comments as listed for DA #1. There is a discrepancy between the "resulting
BUA counted as impervious" number calculated from the supplement, 8,644 sf, and what
is reported on the application, 8,509 sf. The 8,644 sf is the net effective BUA amount
that must be carried over and reported on the application. The total BUA for DA #4
should be 9,304 sf. Similarly, the amount of additional area treated does not match up to
the application.
Due to the significant additional review time that will be needed, please submit a reapplication
fee of $250.
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 February 21, 2014 or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
Page 2 of 3

Mr. Paul
February 13, 2014
Stormwater Application No. SW8 140122
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. Please
note that a second significant request for additional information may result in the return of the
project. If that occurs, 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. Any original documents that need to be
revised have been returned to the engineer or agent. All original documents must either be
revised and returned, or new originals must be provided. Copies are not acceptable. If you
have any questions concerning this matter please feel free to call me at [phone] or email
me at linda.lewis(a'�.ncdenr.gov.
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: G:1WQ1StonnwateAPennits & Projects120141140122 HD12014 02 addinfo 140122
cc: Andrea Murden, C. Allan Bamforth, Jr. (via email attachment)
Wilmington Regional Office Stormwater File
Page 3 of 3

NAVFAC MID -ATLANTIC
e Projects
Work Order Number:
1168093
Appropriation: MCON
Special Operations Training Complex
At the
MCB Camp Lejeune, NC
(P-1349)
DESIGNED BY:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
2207 Hampton Blvd. ,gam
Norfolk, Virginia 23517
(A/E Contract N40085-10-D-5304)
4N SPECIFICATION PREPARED BY: 6y,• ✓3
Civil: Anna Lee rth, P.E., L.S. Richard
\
Architectural: Richard Harris, AIA
Interior Design: Pat Hudson
Landscape: Keith Oliver, PLA, LEED AP BD+C
Structural: Kevin Roomsburg, P.E.
Mechanical: Frank Ancarrow, P.E.
Electrical: Tim Craddock, P.E.
Fire Protection: Mike Goodman, P.E. CA(�/////
Geotechnical: Charles Crawley, III, P.E. ��� '�� R0� /ice
Environmental: Brian Hyde `��Q�O S/O •�•��j
Date: January 10, 2014!�L
029841
1•9y *GIWE�' :
SPECIFICATION APPROVED BY:
For Commander, NAVFAC MID -ATLANTIC:
Volume 1 of 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NO eProjects No: 1168093
PROJECT TABLE OF CONTENTS
DIVISION O1 - GENERAL REQUIREMENTS
O1 57 13.00 22 EROSION AND SEDIMENT CONTROL
DIVISION 31 - EARTHWORK
31 23 00.00 20 EXCAVATION AND FILL
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 92 19 SEEDING
32 92 23 SODDING
DIVISION 33 - UTILITIES
33 40 00 STORM DRAINAGE UTILITIES
-- End of Project Table of Contents --
PROJECT TABLE OF CONTENTS Page 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1166093
SECTION O1 57 13.00 22
EROSION AND SEDIMENT CONTROL
05/13
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D3787 (2007; R 2011) Bursting Strength of
Textiles - Constant -Rate -of -Traverse
(CRT), Ball Burst Test
ASTM D4533 (2011) Trapezoid Tearing Strength of
Geotextiles
ASTM D4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (2006; R 2009) Erosion and Sediment
Control Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
Erosion Control Matting
Temporary Channel Liner
Filter Fabric
SECTION O1 57 13.00 22 Page 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
1.5 STATE APPROVED PLAN
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible
for any additional costs and time incurred as a result of the resubmittal
of the previously approved erosion control plan. The contractor shall
anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
PART 2 PRODUCTS
2.1 SEDIMENT FENCE
2.1.1 State Standard Sediment Fence
NCSCC ESCM Standard 6.62, sediment fence (maximum height of 18 inches).
2.2 SILT FENCE DROP INLET PROTECTION
2.2.1 State Standard Drop Inlet Protection
NCSCC ESCM Standard 6.51, using silt fencing.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 #1/ASTM D4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D3787) 75 psi in the weakest direction
C. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D4533) 50 pounds
SECTION O1 57 13.00 22 Page 2

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, fertilizer , and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch.
2.6 EROSION CONTROL MATTING
Jute or excelsior matting that has not been bleached or dyed. Use jute
matting where indicated. Provide matting in minimum 4 feet widths.
Staples for anchoring the matting shall be minimum 11 gage wire, formed
into a "U" shape with a minimum throat width of one inch and minimum length
of 6 inches after forming.
2.6.1 Jute Matting
A uniform open plain weave of single jute yarn providing an average weight
of 0.9 pounds per square yard of matting. Yarn shall be of a loosely
twisted construction and shall not vary in thickness by more than one-half
its normal diameter. Matting shall have openings between strands length
wise of 0.45 to 0.75 inch, and between strands crosswise of 0.67 to 1.13
inch.
2.6.2 Excelsior Matting
A machine produced mat of wood excelsior with a minimum of 80 percent of
wood fibers 6 inches in length or longer. The matting shall have an
average weight of 0.75 to 0.85 pounds per square yard with an even fiber
distribution producing a consistent mat thickness, and shall have on one
side a woven fabric. The woven fabric shall be twisted paper cord, cotton
cord, or an extruded plastic mesh with a minimum mesh size of one by one
inch and a maximum mesh size of 1 1/2 by 3 inch.
2.6.3 Straw Matting
A machine produced straw mat with a minimum thickness of 1/2 inch +/- 1/8
inch. The straw shall be evenly distributed throughout the mat to provide
a minimum average dry weight of .70 pounds per square yard. The topside of
the mat shall be covered with a 3/8 inch biodegradable plastic mesh, with
the mesh attached to the straw by a knitting process using biodegradable
thread.
2.7 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
SECTION O1 57 13.00 22 Page 3

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment traps, and sediment fences as grading
progresses. Provide drop inlet protection around existing drainage
structures, and inlet and outlet protection at the ends of new drainage
systems. Stabilize graded and disturbed areas immediately after grading.
Permanent stabilization shall be provided immediately on areas that have
been final graded. Temporary seeding and mulching shall be provided on
disturbed areas as specified in the paragraph entitled "Temporary Seeding."
Installation of temporary erosion control features shall be coordinated
with the construction of permanent erosion control features to assure
effective and continuous control of erosion and sediment deposition.
Remove temporary erosion control measures at the end of construction and
provide permanent seeding.
3.2 SEDIMENT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. sediment fence height
shall be approximately 18 inches. Do not attach filter fabric to existing
trees. Secure filter fabric to the post and wire fabric using staples, tie
wire, or hog rings. Imbed the filter fabric into the ground as indicated.
Splice filter fabric at support pole using a 6 inch overlap and securely
seal.
3.3 DROP INLET PROTECTION
Provide stakes evenly spaced around the perimeter of the drop inlet, a
maximum of 3 feet apart. Stakes shall be driven immediately adjacent to
the drainage structure, a minimum of 18 inches into the ground. The fabric
shall be securely fastened to the outside of the stakes, with the bottom of
the fabric placed into a trench and backfilled.
3.4 CURB INLET PROTECTION
Provide wire mesh over the curb inlet opening so at least 12 inches of wire
mesh extends across the inlet cover and at least 12 inches of wire mesh
extends across the gutter from the inlet opening, as indicated. Place
stone on wire mesh against curb inlet.
3.5 CONSTRUCTION ENTRANCE
Provide as indicated, a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be
placed in a manner that will prevent damage and movement of the fabric.
Place fabric in one piece, where possible. Overlap fabric joints a minimum
of 12 inches.
3.6 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
SECTION O1 57 13.00 22 Page 4

P1349 Special Operations Training Complex
Camp Lejeune, NC
14P1349
e Projects No: 1168093
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.7 TEMPORARY SEEDING
3.7.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or more.
b. When it is impossible or impractical to bring an area to finish grade
so that permanent seeding operations can be performed without serious
disturbance from additional grading.
C. Grading operations for a specific area are completed and the dates
specified for permanent seeding or sodding is more than 30 days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil materials.
3.7.2 Seeding Requirements
3.7.2.1 State Standard Seeding Requirements
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide hay or straw mulch in an air dried
condition, and secure mulch in place.
3.7.2.2 Permanent Seeding and Sodding
Temporary seeding shall be removed, and permanent seeding and sodding shall
be provided as indicated during the specified planting season as specified
in Section 32 92 19 SEEDING and Section 32 92 23 SODDING.
3.6 EROSION CONTROL MATTING
Place matting in the direction of the flow of water. The up channel mat
ting end shall be toed in a narrow trench a minimum of 5 inches deep.
Where one roll of matting ends and a second roll begins, the end of the
upper roll shall be brought over the buried end of the second roll, to
provide a 6 inch overlap. Where matting widths are laid side by side, the
overlap between matting shall be 4 inches. Provide check slots every 50
feet longitudinally in the matting. Construct check slots by providing a
narrow trench 5 inches deep and folding the matting down in to the trench,
across the bottom of the trench, and then back up the trench to the
existing ground Backfill and compact the trench using the excavated
material from the trench. Staple matting ends, junctions, and check slots
at 10 inches on center. Staple matting outer edges and overlaps and the
center of each matting strip at 3 feet on center. Install excelsior
matting with the woven fabric on top.
SECTION O1 57 13.00 22 Page 5

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
3.9 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
3.10 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3.11 CLEAN UP
At the completion of the job, or when directed or approved by the
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
SECTION O1 57 13.00 22 Page 6

r
P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
SECTION 31 23 00.00 20
EXCAVATION AND FILL
02/11
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C600 (2010) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM C136 (2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C33/C33M (2013) Standard Specification for Concrete
Aggregates
ASTM D1140 (2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D1556
(2007) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2321
(2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D2487
(2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D4318
(2010) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D6938
(2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D698
(2012) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
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P1349 Special Operations Training Complex
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NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2012) Standard Specifications for Roads
and Structures
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1
1.2 DEFINITIONS
1.2.1 Capillary Water Barrier
(2008; Errata 1-2010; Changes 1-3 2010;
Changes 4-6 2011; Change 7 2012) Safety
and Health Requirements Manual
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
Weathered rock, dense consolidated deposits, conglomerate materials or
cemented sand material identified as "hardpan" in soil borings PP-3, PP-6,
and PP-11 which are not included in the definition of "rock" but which
usually require the use of heavy or high force excavation equipment or
ripper teeth for removal.
1.2.4 Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1/2 cubic yard in
volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed merely to
increase production.
1.2.5 Pile Supported Structure
As used herein, a structure where both the foundation and floor slab are
pile supported.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction SubmittalsShoring and Sheeting Plan
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Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
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Fill and Backfill/Structural Fill Material Testing
Porous fill test for capillary water barrier
Density tests
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated, will
not be encountered.
C. Ground water elevations indicated by the boring log were those existing
at the time subsurface investigations were made and do not necessarily'
represent ground water elevation at the time of construction.
d. The boring logs depict perched water occurring within the uppermost 2
feet of soil at numerous locations on the project site, due to the
relatively high amount of fine-grained material in the soil or from
lenses of clay or hardpan. The Contractor shall anticipate groundwater
being trapped for extended periods following rainfall, and shall employ
measures and equipment to permit construction to proceed.
e. Material character is indicated by the boring logs.
f. Base bids on 100 percent of all soil existing on Site 2 and to be
encountered in providing the work as consisting of "FILL", generally
described as silty sand with varying amounts of wood, organic material,
asphalt and crushed stone as seen in borings PB-9, PB-10, and PB-11.
All excavated material shall be considered to meet requirements
specified herein for common fill only.
g. Rock will not be encountered.
h. Hard materials will be encountered. Difficulty in excavation or
handling of hard materials shall not be grounds for claims by the
Contractor for additional compensation.
i. Blasting will not be permitted. Remove material in an approved manner.
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1.6 REQUIREMENTS FOR SOIL FROM OFF GOVERNMENT PROPERTY
Soils brought in from off Government property for use as backfill shall be
tested as indicated below and not brought on site until Borrow Site Testing
reports have been approved by the Contracting Officer. Soil material
obtained from the Government Borrow Pit does not require Borrow Site
Testing.
Do not furnish or transport soils onto the MCB Camp Lejeune when such act
would violate the Comprehensive Environmental Response Compensation and
Liability Act (CERCLA) or the General Statutes of North Carolina.
Provide certification that all soil furnished under the contract contains
no petroleum or hazardous or toxic materials as defined in DOD Instruction
4715.6, which implements 10 U.S.C. 2692. The following methods shall be
used to determine if soil meets this standard:
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is less than 200 cubic yards, certify the soil meets the
standard by inspecting for "Apparent Contamination" (visual or other
indications of contamination including abnormal or unnatural color,
chemical or petroleum odors, or saturation with a chemical or petroleum).
Soil which is contaminated, as determined by inspecting for "Apparent
Contamination", shall not be utilized on the MCB Camp Lejeune or outlying
fields.
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is greater than 1000 cubic yards, provide certification
that the soil meets the standard by analytical testing performed by a
laboratory holding current certification from the North Carolina Department
of Environment and Natural Resources, Division of Water Quality. Collect
one representative sample of the soil to be used for each 200 cubic yards
or fraction thereof, and analyze for Gasoline Range Organics, Diesel Range
Organics, Oil and Grease, and 8 RCRA Metals (Totals). If any of the test
results are greater than the Method Detection Limits for petroleum, the
soil from which the sample was taken shall not be certified as meeting the
standard. If any test results are greater than the following North
Carolina soil -to -groundwater target concentrations for the 8 RCRA metals,
the soil from which the sample was taken shall not be certified as meeting
the standard. All units are mg/kg (ppm); Arsenic 26.2; Barium 848; Cadmium
2.72; Chromium 27.2; Lead 270.06; Mercury 0.0154; Selenium 12.2; and Silver
0.223.
1.7 QUALITY ASSURANCE
1.7.1 Shoring and Sheeting Plan
Submit drawings and calculations, certified by a registered professional
engineer, describing the methods for shoring and sheeting of excavations.
Drawings shall include material sizes and types, arrangement of members,
and the sequence and method of installation and removal. Calculations
shall include data and references used.
The Contractor is required to hire a Professional Geotechnical Engineer to
provide inspection of excavations and soil/groundwater conditions
throughout construction. The Geotechnical Engineer shall be responsible
for performing pre -construction and periodic site visits throughout
construction to assess site conditions. The Geotechnical Engineer shall
update the excavation, sheeting and dewatering plans as construction
progresses to reflect changing conditions and shall submit an updated plan
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if necessary. A written report shall be submitted, at least monthly,
informing the Contractor and Contracting Officer of the status of the plan
and an accounting of the Contractor's adherence to the plan addressing any
present or potential problems. The Geotechnical Engineer shall be
available to meet with the Contracting Officer at any time throughout the
contract duration.
1.7.2 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.3 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Perform work
adjacent to non -Government utilities as indicated in accordance with
procedures outlined by utility company. Excavation made with power -driven
equipment is not permitted within two feet of known Government -owned
utility or subsurface construction. For work immediately adjacent to or
for excavations exposing a utility or other buried obstruction, excavate by
hand. Start hand excavation on each side of the indicated obstruction and
continue until the obstruction is uncovered or until clearance for the new
grade is assured. Support uncovered lines or other existing work affected
by the contract excavation until approval for backfill is granted by the
Contracting Officer. Report damage to utility lines or subsurface
construction immediately to the Contracting Officer.
1.8 Regulatory Requirements
Provide work and materials in accordance with applicable requirements of
NCDOT RS. Divisions and Sections mentioned herein refer to those
specifications. Paragraphs in NCDOT RS entitled "Method of Measurement"
shall not apply.
1.9 Modification of References
Where term "Engineer" is used in NCDOT RS it shall be construed to mean
Contracting Officer. Where term "state" is used, it shall mean "Federal
Government".
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SW-SM, SC, SW -SC, SP-SM, and SP-SC, free of
debris, roots, wood, scrap material, vegetation, refuse, soft unsound
particles, and frozen, deleterious, or objectionable materials. Unless
specified otherwise, the maximum particle diameter shall be one-half the
lift thickness at the intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
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other organic matter, frozen material, and stones larger than 2 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM, GP -GM, GW-GM, SW-SM,
SP-SM, and SM shall be identified as cohesionless only when the fines are
nonplastic (plasticity index equals zero). Materials classified as GM and
SM will be identified as cohesive only when the fines have a plasticity
index greater than zero.
2.1.4 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.5 Backfill and Fill Material/Structural Fill
Provide ASTM D2487, classification GW, GW-GM, GP, GP -GM, SW, SW-SM, SP,
SP-SM, SM, with a ASTM D4318 liquid limit less than 30; maximum ASTM D4318
plasticity index of 9; percent by weight passing ASTM D1140, No. 200 sieve
less than 25; and free of rubble, organics, clay, debris, and other
unsuitable material.
2.1.6 Select Material
Provide materials classified as GW, GP, SW, or SP, by ASTM D2467 where
indicated or specified, with not more than 15 percent by weight passing the
No. 200 sieve when tested in accordance with ASTM D1140.
2.1.7 Topsoil
Natural, friable soil representative of productive, well -drained soils in
the area, free of subsoil, stumps, rocks larger than one inch diameter,
brush, weeds, toxic substances, and other material detrimental to plant
growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.
2.1.8 Material Handling
On -site excavated materials which after drying are suitable for use as
common fill or backfill/fill material but which, when excavated, are too
wet for immediate compaction in fill areas shall be placed either
temporarily in stockpiles until the moisture content is reduced
sufficiently to permit them to be placed in their final location, or placed
in embankments and then conditioned using ploughing, disking, or harrowing
to obtain the required moisture content for attaining the required
compaction. Material placed within 10 feet of structures or completed work
shall be placed at a moisture content suitable for attaining the required
compaction; further conditioning of the material after placement is not
allowed.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C33/C33M fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D1140, No. 200 sieve, or 1-1/2 inches and no more than 2
percent by weight passing the No. 4 size sieve or coarse aggregate Size 57,
67, or 77 and conforming to the general soil material requirements
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specified in paragraph entitled "Satisfactory Materials."
2.3 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
of ASTM D1557 maximum density. Plastic piping shall have bedding to spring
line of pipe. Provide ASTM D2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number
of fill materials that have regional significance such as coral, slag,
cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of 1.5
inches, including various graded sands and gravels containing small
percentages of fines, generally granular and noncohesive, either wet or
dry. Soil Types GW, GP, SW, and SP are included in this class as
specified in ASTM D2487.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property, except that borrow
materials conforming to common fill, fill and backfill material and select
fill may be obtained from the Government French Creek borrow pit. The
Government borrow pit is located as indicated. If the Government French
Creek borrow pit is used, the Contractor shall perform clearing, grubbing,
and stripping required for providing access to suitable borrow material.
The Contractor is responsible for loading, hauling, handling and all
incidental costs associated with obtaining borrow material. Dispose of
materials from clearing and grubbing operations as off Government property
2.5 FILTER FABRIC FOR RETAINING WALL
NCDOT RS, materials for construction of retaining wall shall be in
accordance with Section 1056 for Geotextile, Type 2, except it shall not be
a slit -film geotextile. Provide a manufacturer certificate stating that
the geotextile conforms to specified requirements based upon testing
performed by the manufacturer in the last 12 months on samples taken from a
lot that is typical of the material actually shipped to the project, but
may or may not be from that lot shipped.2.6 MATERIAL FOR RIP -RAP
Rock and bedding material for erosion control rip -rap shall conform to
NCDOT RS, Section 1042, Class A, unless indicated otherwise.
2.7 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
warning and identification imprinted in bold black letters continuously
over the entire tape length. Warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow: Electric
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2.7.1 Warning Tape
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Warning Tape Color Codes
Orange: Telephone and Other
Communications
Blue: Water Systems
Green: Sewer Systems
Acid and alkali -resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
2.8 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG. ,
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring and sheeting where necessary. In addition to Section 25 A
and B of EM 385-1-1, include provisions in the shoring and sheeting plan
that will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features at the earliest stages of site development, and throughout
construction grade the construction area to provide positive surface water
runoff away from the construction activity and/or provide temporary
ditches, swales, and other drainage features and equipment as required to
maintain dry soils, prevent erosion and undermining of foundations. When
unsuitable working platforms for equipment operation and unsuitable soil
support for subsequent construction features develop, remove unsuitable
material and provide new soil material as specified herein. It is the
responsibility of the Contractor to assess the soil and ground water
conditions presented by the plans and specifications and to employ
necessary measures to permit construction to proceed. Excavated slopes and
backfill surfaces shall be protected to prevent erosion and sloughing.
Excavation and fill operations shall be performed so that the site, the
area immediately surrounding the site, and the area affecting operations at
the site shall be continually and effectively drained.
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3.1.2.2 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
permitted within 3 feet of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. while the excavation is
open, the water level shall be maintained continuously, at least 2 feet
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete.
3.1.3 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.4 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the limits of disturbance indicated by the temporary
sediment fencing. Remove stumps entirely. Grub out matted roots and roots
over 2 inches in diameter to at least 18 inches below existing surface.
3.2.2 Stripping
3.2.2.1 Non -Wooded Areas
Strip suitable soil for topsoil up to a depth of 6 inches without
contamination by subsoil material from the site where excavation or grading
is indicated and stockpile separately from other excavated material.
Extend clearing and stripping laterally at least 5 feet beyond the
perimeter of the new work. Refer to boring logs and geotechnical
information. Locate topsoil so that the material can be used readily for
the finished grading. Where sufficient existing topsoil conforming to the
material requirements is not available on site, provide borrow materials
suitable for use as topsoil. Protect topsoil and keep in segregated piles
until needed.
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3.2.2.2 Wooded Areas
After clearing and grubbing operations, remove material containing organics
up to a depth of 12 inches below existing grade and dispose of as surplus
material.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory or unsuitable material. Unsatisfactory or
unsuitable material encountered below the grades shown shall be removed as
directed by the Contracting Officer. Refill with backfill and fill
material or select material and compact to 95 percent of ASTM D1557 maximum
density. Unless specified otherwise, refill excavations cut below
indicated depth with backfill and fill material and compact to 95 percent
of ASTM D1557 maximum density. Satisfactory material removed below the
depths indicated, without specific direction of the Contracting Officer,
shall be replaced with satisfactory materials to the indicated excavation
grade; except as specified for spread footings. Determination of
elevations and measurements of approved overdepth excavation of
unsatisfactory material below grades indicated shall be done under the
direction of the Contracting Officer.
3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pile Cap Excavation and Backfilling
Excavate to bottom of pile cap prior to placing or driving piles, unless
authorized otherwise by the Contracting Officer. Backfill and compact
overexcavations and changes in grade due to pile driving operations to 95
percent of ASTM D698 maximum density.
3.3.3 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length.
3.3.4 Excavated Materials
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
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3.3.5 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed. For pile foundations, the excavation shall be stopped at an
elevation 6 to 12 inches above the bottom of the footing before driving
piles. After pile driving has been completed, the remainder of the
excavation shall be completed to the elevations shown.
3.4 HAULING EQUIPMENT
Equipment used for hauling shall be sized appropriately for the site
conditions (soil character and moisture content). The Contractor shall be
responsible for not deteriorating subgrade soils due to excessive wheel
loads or traffic passes by utilizing methods such as routing equipment
uniformly over the full width of embankments, constructing bridges of soil
material over subgrades for traffic, etc.
3.5 SUBGRADE PREPARATION
Unsatisfactory or unsuitable material in surfaces to receive fill or in
excavated areas shall be removed and replaced with backfill/fill or select
fill material as directed by the Contracting Officer. Sloped surfaces
steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched,
or broken up so that the fill material will bond with the existing
material. When subgrades are less than the specified density, the ground
surface shall be broken up to a minimum depth of 6 inches, pulverized, and
compacted to the specified density. When the subgrade is part fill and
part excavation or natural ground, the excavated or natural ground portion
shall be scarified to a depth of 12 inches and compacted as specified for
the adjacent fill. Material shall not be placed on surfaces that are
muddy, frozen, or contain frost. Compaction shall be accomplished by
sheepsfoot rollers, pneumatic -tired rollers, steel -wheeled rollers, or
other approved equipment well suited to the soil being compacted. Material
shall be moistened or aerated as necessary to plus or minus 2 percent of
optimum moisture. Minimum subgrade density shall be as specified herein.
3.5.1 Proof Rolling
3.5.1.1 New Building Areas
For all new buildings, proofrolling shall be done following stripping or
demolition operations. Proof rolling shall be done on an exposed subgrade
free of surface water (wet conditions resulting from rainfall) which would
promote degradation of an otherwise acceptable subgrade. After stripping
or demolition operations, level the area within and to 5 feet beyond the
building footprint, including landings and adjacent stairs, proof roll the
exposed subgrade of the building with six (6) passes of a dump truck loaded
with6 cubic yards of soil or 15 ton, pneumatic -tired roller. Operate the
roller or truck in a systematic manner to ensure the number of passes over
all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour. The
building subgrade shall be considered to extend 5 feet beyond the building
lines, and one-half of the passes made with the roller shall be in a
direction perpendicular to the other passes. Notify the Contracting
Officer a minimum of 3 days prior to proof rolling. Proof rolling shall be
performed in the presence of the Contracting Officer. Rutting or pumping
of material shall be undercut as directed by the Contracting Officer and
replaced with fill and backfill material. Bids shall be based on replacing
approximately 250 cubic yards, at various locations.
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3.5.1.2 Site 2 - Shooters Lot
For the Site 2 - Shooters lot pavement area, proof rolling shall be done on
an exposed subgrade free of surface water (wet conditions resulting from
rainfall) which would promote degradation of an otherwise acceptable
subgrade. After completion of rough grading, proof roll the existing
subgrade of the paved areas with six passes of a 15 ton, pneumatic -tired
roller or a dump truck loaded with 6 cubic yards of soil. Operate the
roller or truck in a systematic manner to ensure the number of passes over
all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour. Notify the
Contracting Officer a minimum of 3 days prior to proof rolling. proof
rolling shall be performed in the presence of the Contracting Officer.
Rutting or pumping of material shall be undercut as directed by the
Contracting officer and replaced with fill and backfill material.
Prior to paving, a second proofroll along with field density and moisture
content tests shall be performed on the aggregate base to determine if
located areas have degraded due to construction traffic or weather.
For all proofrolling operations, base bids on replacing 1250 cubic yards of
unsuitable material with fill and backfill material, with an average depth
of 8 inches at various locations.
3.6 GEOGRID PLACEMENT FOR ROADS/PAVEMENTS
Place geogrid as indicated directly on prepared subgrade. Repair damaged
geogrid by placing an additional layer of geogrid to cover the damaged area
a minimum of 1.5 feet overlap in all directions. Overlap geogrid at joints
a minimum of 12 inches. Obtain approval of geogrid installation before
placing overlying material. Follow manufacturer's recommended installation
procedures. Place aggregate base in accordance with Section 31 05 21,
GEOGRID SOIL REINFORCEMENT.
3.7 FILTER FABRIC (GEOTEXTILE) FOR RETAINING WALL
Place geotextile as indicated. Repair damaged geotextile by placing an
additional layer of geotextile to cover the damaged area a minimum of 3 feet
overlap in all directions. Overlap geotextile at joints a minimum of 3 feet.
Obtain approval of geotextile installation before placing fill or
backfill. Place fill or backfill against geotextile in the direction of
overlaps and compact as specified herein. Follow manufacturer's
recommended installation procedures.
3.8 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.8.1 Common Fill Placement
Provide for general site and under porous fill of pile -supported
structures. Use satisfactory materials. Place in 10 inch lifts. Compact
areas not accessible to rollers or compactors with mechanical hand
tampers. Aerate material excessively moistened by rain to a satisfactory
moisture content. Finish to a smooth surface by blading, rolling with a
smooth roller, or both.
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3.8.2 Backfill and Fill Material Placement
Provide for paved areas, utility trenches and under concrete slabs, except
where select material is provided. Place in 8 inch lifts. Do not place
over wet or frozen areas. Place backfill material adjacent to structures
as the structural elements are completed and accepted. Backfill against
concrete only when approved. Place and compact material to avoid loading
upon or against the structure.
3.8.3 Select Material Placement
Provide as specified or indicated. Provide under porous fill of structures
not pile supported. Place in 6 inch lifts. Do not place over wet or
frozen areas. Backfill adjacent to structures shall be placed as
structural elements are completed and accepted. Backfill against concrete
only when approved. Place and compact material to avoid loading upon or
against structure.
3.8.4 Backfill and Fill Material Placement Over Pipes and at Walls
Backfilling shall not begin until construction below finish grade has been
approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade. Heavy equipment for
spreading and compacting backfill shall not be operated closer to
foundation or retaining walls than a distance equal to the height of
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven hand
tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes, subsurface drains and tanks to avoid damage
to coatings, wrappings, or tanks. Backfill shall not be placed against
foundation walls prior to 7 days after completion of the walls. As far as
practicable, backfill shall be brought up evenly on each side of the wall
and sloped to drain away from the wall.
3.8.5 Porous Fill Placement
Provide under floor and area -way slabs on a compacted subgrade. Place in 4
inch lifts with a minimum of two passes of a hand -operated plate -type
vibratory compactor.
3.8.6 Trench Backfilling
Backfill as rapidly as construction,
permits. Place and compact backfill
inch lifts to top of trench and in 8
outside structures and paved areas.
when hand compaction is used.
3.9 BORROW
testing, and acceptance of work
under structures and paved areas in 8
inch lifts to one foot over pipe
Place backfill in 4 to 6 inch lifts
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.10 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
SECTION 31 23 00.00 20 Page 13

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inches below top of subgrade.
3.11 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.12 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.12.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM D1557.
3.12.2 Structures, Spread Footings, and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D1557. Compact
fill and backfill material and select material to 95 percent of ASTM D1557.
3.12.3 Adjacent Area
Compact areas within 5 feet of structures, and paved areas to 90 percent of
ASTM D1557.
3.12.4 Paved Areas
Compact top 12 inches of subgrades to 95 percent of ASTM D1557. Compact
fill and backfill materials to 95 percent of ASTM D1557.
3.13 FINISH OPERATIONS
3.13.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and
debris. For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.13.2 Topsoil and Seed
Provide as specified in Section 01 57 13.00 22 EROSION AND SEDIMENT CONTROL.
3.13.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
SECTION 31 23 00.00 20 Page 14

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3.14 DISPOSITION OF SURPLUS MATERIAL
Dispose of surplus satisfactory soil material in Government disposal area
indicated as directed by the Contracting Officer. Remove from Government
property other soil material not suitable for filling or backfilling, and
brush, refuse, stumps, roots, and timber.
3.15 FIELD QUALITY CONTROL
3.15.1 Sampling
Take the number and size of samples required to perform the following tests.
3.15.2 Testing
Perform one of each of the following tests for every 2500 cubic yards of
each material used. Provide additional tests for each source change.
3.15.2.1 Fill and Backfill/Structural Fill and Select Fill Material Testing
Test material in accordance with ASTM C136 for conformance to ASTM D2487
gradation limits; ASTM D1140 for material finer than the No. 200 sieve;
ASTM D4318 for liquid limit and for plastic limit; ASTM D1557 for moisture
density relations.
3.15.2.2 Porous Fill Testing
Test porous fill in accordance with ASTM C136 for conformance to gradation
specified in ASTM C33/C33M.
3.15.2.3 Density Tests
Test density in accordance with ASTM D1556, or ASTM D6938. When ASTM D6938
density tests are used, verify density test results by performing an
ASTM D1556 density test at a location already ASTM D6938 tested as
specified herein. Perform an ASTM D1556 density test at the start of the
job, and for every 10 ASTM D6938 density tests thereafter. Test each lift
at randomly selected locations every 2500 square feet of existing grade in
fills for structures and concrete slabs, and every 3500 square feet for
other fill areas and every 3500 square feet of subgrade in cut. Include
density test results in daily report.
Bedding and backfill in trenches: One test per 150 linear feet in each
lift.
-- End of Section --
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SECTION 32 92 19
SEEDING
10/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2012) Agricultural Liming Materials
ASTM D4427 (2007) Peat Samples by Laboratory Testing
ASTM D4972 (2001; R 2007) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Native Grasses and Forbs.
95 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL, , , Section 32 92 23 SODDING, ,
Section 32 93 00 EXTERIOR PLANTS, and Section 32 05 33 LANDSCAPE
ESTABLISHMENT applies to this section for pesticide use and plant
establishment requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Wood cellulose fiber mulch
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
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SD-07 Certificates
State certification and approval for seed
SD-08 Manufacturer's Instructions
Erosion Control Materials
1.5 DELIVERY. STORAGE. AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
14P1349
e Projects No: 1168093
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, gypsum
sulphur iron and lime may be furnished in bulk with certificate indicating
the above information.
1.5.2 Storage
1.5.2.1 Seed, Gypsum Sulfur Iron and Lime Storage
Store in cool, dry locations away from contaminants.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
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PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
14P1349
e Projects No: 1168093
Provide State -certified seed of the latest season's crop delivered in
original sealed packages, bearing producer's guaranteed analysis for
percentages of mixtures, purity, germination, weedseed content, and inert
material. Label in conformance with AMS Seed Act and applicable state seed
laws. Wet, moldy, or otherwise damaged seed will be rejected. Field mixes
will be acceptable when field mix is performed on site in the presence of
the Contracting Officer .
2.1.2 Planting Dates
Planting Season Planting Dates
Permanent Seeding January 1 -
March 31
Refer to Civil
E&S Plan
2.1.3 Permanent Seed Mixture, Purity and Weight
Proportion seed mixtures by weight. Apply permanent seed mix at 25 lbs
acre. Permanent mix does not include a temporary nurse crop. Refer also to
Civil Erosion and Sediment Control Plans for temporary seeding requirements
and dates. Temporary seeding must later be replaced by permanent seeding
for a permanent stand of native grasses and forbs. The same requirements
of native seeding apply for temporary seeding. Temporary and permanent
seeding may be applied concurrently if done within the permanent seeding
seasons specified herein and within temporary seeding constraints.
Disturbed areas shall not be left unstabilized if disturbance occurs
outside of the permanent seeding seasons.
Botanical Name
Common Name
Minimum
Minimum
Percentage
Percent
Percent
of Mixture
Pure Seed
Germination
and Hard Seed
Schizachyrium
Little
96
80
35
scoparium
Bluestem,NC
Ecotype
Sorghatrum nutans
Indiangrass, NC
96
80
20
Ecotype
Elymus
Virginia
96
80
15
virginicus
Wildrye, NC
'Suther'
Ecotype
Penstemon
Appalachian
96
80
5
laevigatus
Beardtounge, SC
Ecotype
Rudbeckia hirta
Blackeyed Susan
96
so
3
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Botanical Name
Common Name
Minimum
Minimum
Percentage
Percent
Percent
of Mixture
Pure Seed
Germination
and Hard Seed
Parthenium
Wild Quinine,
96
80
3
integrifolium
NC Ecotype
Liatris
Grassleaf
96
80
3
graminifolia
Blazing Star,
NC Ecotype
Coreposis
Lanceleaf
96
80
3
lanceolata
Coreopsis,
Coastal Plain
NC Ecotype
Tridens flavus
Purpletop, NC
96
80
3
'Suther'
Ecotype
Eupatorium
Mistflower, VA
96
80
2
coelestinum
Ecotype
Carphephorus
Sandywoods
96
80
2
bellidifolius
Chaffhead, NC
Ecotype
Eragrostis
Purple
96
80
2
spectabilis
Lovegrass, VA
Ecotype
Monarda punctata
Spotted
96
80
2
Beebalm, Costal
SC Ecotype
Helianthus
Swamp
96
80
2
angustifolius
Sunflower,
Coastal NC
Ecotype
2.2 TOPSOIL
2.2.1 On -Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
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2.2.2 Off -Site Topsoil
14P1349
e Projects No: 1168093
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor .
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
following limits:
Silt
25-50
percent
Clay
10-30
percent
Sand
20-35
percent
pH
5.5 to
7.0
Soluble Salts
600
ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade burnt limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C602 of not less than 140 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427 . Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
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2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
14P1349
e Projects No: 1168093
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.4.1 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contain no fertile seed.
2.4.2 Hay
Air-dry condition and of proper consistency for placing with commercial
mulch blowing equipment. Hay shall be sterile, containing no fertile seed.
2.4.3 Wood Cellulose Fiber Mulch
Use recovered materials of either paper -based (100 percent) or wood -based
(100 percent) hydraulic mulch. Processed to contain no growth or
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14P1349
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germination -inhibiting factors and dyed an appropriate color to facilitate
visual metering of materials application. Composition on air-dry weight
basis: 9 to 15 percent moisture, pH range from 5.5 to 8.2 . Use with
hydraulic application of grass seed and fertilizer.
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
2.6 EROSION CONTROL MATERIALS
Erosion control material shall conform to the following:
2.6.1 Erosion Control Blanket
100 percent agricultural straw stitched with a degradable nettings,
designed to degrade within 12 months.
2.6.2 Hydrophilic Colloids
Hydrophilic colloids shall be physiologically harmless to plant and animal
life without phytotoxic agents. Colloids shall be naturally occurring,
silicate powder based, and shall form a water insoluble membrane after
curing. Colloids shall resist mold growth.
2.6.3 Erosion Control Material Anchors
Erosion control anchors shall be as recommended by the manufacturer.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 . EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
3.1.1.1 Topsoil
Provide 4 inches of off -site topsoilon-site topsoil to meet indicated
finish grade. After areas have been brought to indicated finish grade,
incorporate pH adjusters soil conditioners into soil a minimum depth of 4
inches by disking, harrowing, tilling or other method approved by the
Contracting Officer. Remove debris and stones larger than 3/4 inch in any
dimension remaining on the surface after finish grading. Correct
irregularities in finish surfaces to eliminate depressions. Protect
finished topsoil areas from damage by vehicular or pedestrian traffic.
3.1.1.2 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
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3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
3.2.2 Seed Application Method
Seeding method shall be drill seeding.
3.2.2.1 Drill Seeding
Seedbed shall be compacted prior to seeding. Seed shall be drilled at the
rate of 25 pounds per acre. Use Truax or equivalent seed drills. Drill
seed uniformly to average depth of 1/2 inch.
3.2.2.2 Hydroseeding
First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate of 25 pounds per acre. when hydraulically
sprayed on the ground, material shall form a blotter like cover impregnated
uniformly with grass seed. Spread with one application with no second
application of mulch.
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Hay or straw mulch shall be spread uniformly at the rate of 2 tons per acre.
Mulch shall be spread by hand, blower -type mulch spreader, or other
approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
3.2.3.2 Asphalt Adhesive Tackifier
Asphalt adhesive tackifier shall be sprayed at a rate between 10 to 13
gallons per 1000 square feet. Sunlight shall not be completely excluded
from penetrating to the ground surface.
3.2.3.3 Non -Asphaltic Tackifier
Hydrophilic colloid shall be applied at the rate recommended by the
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P1349 Special Operations Training Complex
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14PI349
e Projects No: 1168093
manufacturer, using hydraulic equipment suitable for thoroughly mixing with
water. A uniform mixture shall be applied over the area.
3.2.3.4 Asphalt Adhesive Coated Mulch
Hay or straw mulch may be spread simultaneously with asphalt adhesive
applied at a rate between 10 to 13 gallons per 1000 square feet, using
power mulch equipment which shall be equipped with suitable asphalt pump
and nozzle. The adhesive -coated mulch shall be applied evenly over the
surface. Sunlight shall not be completely excluded from penetrating to the
ground surface.
3.2.4 Rolling
immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed with cultipacker-type seeder, drill or by
hydroseeding, rolling may be eliminated.
3.2.5 Erosion Control Material
Install in accordance with manufacturer's instructions, where indicated or
as directed by the Contracting Officer.
3.2.6 Watering
Start watering areas seeded as required by temperature and wind
conditions. Apply water at a rate sufficient to insure thorough wetting
of soil to a depth of 2 inches without run off. During the germination
process, seed is to be kept actively growing and not allowed to dry out.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
clean at all times at least one paved pedestrian access route and one paved
vehicular access route to each building. Clean other paving when work in
adjacent areas is complete.
-- End of Section --
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P1349 Special Operations Training Complex
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P
SECTION 32 92 23
SODDING
04/06
14P1349
e Projects No: 1168093
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2012) Agricultural Liming Materials
ASTM D4427 (2007) Peat Samples by Laboratory Testing
ASTM D4972 (2001; R 2007) pH of Soils
TURFGRASS PRODUCERS INTERNATIONAL (TPI)
( TPI GSS (1995) Guideline Specifications to
Turfgrass Sodding
U.S. DEPARTMENT OF AGRICULTURE (USDA)
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
I 1.2.1 Stand of Turf
100 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL, , , Section 32 92 19 SEEDING, ,
Section 32 93 00 EXTERIOR PLANTS, and Section 32 05 33 LANDSCAPE
ESTABLISHMENT applies to this section for pesticide use and plant
establishment requirements, with additions and modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Fertilizer
Include physical characteristics, and recommendations.
SECTION 32 92 23 Page 1

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
Sod farm certification for sods
accordance with TPI GSS.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
Indicate type of sod in
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
gypsum sulphur iron and lime may be furnished in bulk with certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Sod Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other
approved covering; and protect from exposure to wind and direct sunlight
until planted. Provide covering that will allow air to circulate so that
internal heat will not develop. Do not store sod longer than 24 hours. Do
not store directly on concrete or bituminous surfaces.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Sod
Place sod a maximum of thirty six hours after initial harvesting, in
accordance with TPI GSS as modified herein.
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P1349 Special Operations Training Complex
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PART 2 PRODUCTS
2.1 SODS
2.1.1 Classification
14P1349
e Projects No: 1168093
Nursery grown, certified as classified in the TPI GSS. Machine cut sod at
a uniform thickness of 3/4 inch within a tolerance of 1/4 inch, excluding
top growth and thatch. Each individual sod piece shall be strong enough to
support its own weight when lifted by the ends. Broken pads, irregularly
shaped pieces, and torn or uneven ends will be rejected.Wood pegs and wire
staples for anchorage shall be as recommended by sod supplier.
2.1.2 Purity
Sod species shall be genetically pure, free of weeds, pests, and disease.
2.1.3 Planting Dates
Lay sod from 1 May to for warm season spring planting.
2.1.4 Composition
2.1.4.1 Proportion
Proportion grass species as follows.
Botanical Name
Common Name
Percent
Eremochloa
ophuroides
Centipede
Grass
100
2.2 TOPSOIL
2.2.1 On -Site Topsoil
.1 Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor .
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
SECTION 32 92 23 Page 3

P1349 Special Operations Training Complex 14P1349
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following limits:
Silt
25-50
percent
Clay
10-30
percent
Sand
20-35
percent
pH
5.5 to
7.0
Soluble Salts
600
ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade burnt limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C602 of not less than 140 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427 . Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
SECTION 32 92 23 Page 4

P1349 Special Operations Training Complex
Camp Lejeune, NC
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
14P1349
e Projects No: 1168093
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
20 percent available nitrogen
27 percent available phosphorus
5 percent available potassium
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation containing no element toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Extent Of Work
Provide soil preparation (including soil conditioners), fertilizing, and
sodding of all newly graded finished earth surfaces, unless indicated
otherwise, and at all areas inside or outside the limits of construction
that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Provide 4 inches of off -site topsoilon-site topsoil to meet indicated
finish grade. After areas have been brought to indicated finish grade,
incorporate fertilizer pH adjusters soil conditioners into soil a minimum
depth of 4 inches by disking, harrowing, tilling or other method approved
SECTION 32 92 23 Page 5

P1349 Special Operations Training Complex
Camp Lejeune, NC
14P1349
e Projects No: 1168093
by the Contracting Officer. Remove debris and stones larger than 3/4 inch
in any dimension remaining on the surface after finish grading. Correct
irregularities in finish surfaces to eliminate depressions. Protect
finished topsoil areas from damage by vehicular or pedestrian traffic.
3.1.2.1 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.2 SODDING
3.2.1 Finished Grade and Topsoil
Prior to the commencement of the sodding operation, the Contractor shall
verify that finished grades are as indicated on drawings; the placing of
topsoil, smooth grading, and compaction requirements have been completed in
accordance with Section 31 23 00.00 20 EXCAVATION AND FILL.
The prepared surface shall be a maximum 1 inch below the adjoining grade of
any surfaced area. New surfaces shall be blended to existing areas. The
prepared surface shall be completed with a light raking to remove from the
surface debris and stones over a minimum 5/8 inch in any dimension.
3.2.2 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance
with TPI GSS as modified herein.
3.2.3 Sodding Slopes and Ditches
For slopes 2:1 and greater, lay sod with long edge perpendicular to the
contour. For V-ditches and flat bottomed ditches, lay sod with long edge
perpendicular to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at
bottom of the slope.
3.2.4 Finishing
After completing sodding, blend edges of sodded area smoothly into
surrounding area. Air pockets shall be eliminated and a true and even
surface shall be provided. Frayed edges shall be trimmed and holes and
missing corners shall be patched with sod.
3.2.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
3.2.6 Watering
Start watering areas sodded as required by daily temperature and wind
conditions. Apply water at a rate sufficient to ensure thorough wetting of
soil to minimum depth of 6 inches. Run-off, puddling, and wilting shall be
prevented. Unless otherwise directed, watering trucks shall not be driven
over turf areas. Watering of other adjacent areas or plant material shall
be prevented.
SECTION 32 92 23 Page 6

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations. Keep clean at all times at least one
paved pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
-- End of Section --
SECTION 32 92 23 Page 7

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (2000) Concrete Pipe Handbook
ACPA 01-103 (2000) Concrete Pipe Installation Manual
ASTM INTERNATIONAL (ASTM)
ASTM A929/A929M (2001; R 2007) Standard Specification for
Steel Sheet, Metallic -Coated by the
Hot -Dip Process for Corrugated Steel Pipe
ASTM C231/C231M (2010) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C478 (2013) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C76 (2011) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C923 (2008) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C990 (2009) Standard Specification for Joints
for Concrete Pipe, Manholes and Precast
Box Sections Using Preformed Flexible
Joint Sealants
ASTM D1751 (2004; R 2008) Standard Specification for
Preformed Expansion Joint Filler for
Concrete Paving and Structural
Construction (Nonextruding and Resilient
SECTION 33 40 00 Page 1

P1349 Special Operations Training Complex 1421349
Camp Lejeune, NC eProjects No: 1168093
Bituminous Types)
ASTM D1752 (2004a; R 2008) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D1784 (2011) Standard Specification for Rigid
Poly(Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly(Vinyl Chloride) (CPVC)
Compounds
ASTM D2321 (2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D3034 (2008) Standard Specification for Type PSM
Poly(Vinyl Chloride) (PVC) Sewer Pipe and
Fittings
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacturer's recommendations for
installation procedures of the materials being placed, prior to
installation.
SD-07 Certificates
Resin Certification
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Keep a copy of the manufacturer's instructions available at
the construction site at all times and follow these instructions unless
directed otherwise by the Contracting Officer.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
SECTION 33 40 00 Page 2

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C76, Class V, unless
indicated otherwise.
2.1.1.1 Joint Sealants
Provide primers and lubricants as recommended by the manufacturer.
Concrete pipe joints shall be suitable for use with the joint sealants
specified.
a. Butyl gaskets.
b. AASHTO M 198, Type B preformed plastic gaskets.
2.1.2 PVC Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of PVC used to manufacture the pipe, prior to installation
of the pipe.
2.1.2.1 Type PSM PVC Pipe
ASTM D3034, Type PSM, maximum SDR 35, produced from PVC certified by the
compounder as meeting the requirements of ASTM D1784, minimum cell class
12454-B.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A929/A929M.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for concrete under Section 32 13 13.06 PORTLAND CEMENT
CONCRETE PAVEMENT FOR SITE FACILITIES. The concrete mixture shall have air
content by volume of concrete, based on measurements made immediately after
discharge from the mixer, of 5 to 7 percent when maximum size of coarse
aggregate exceeds 1-1/2 inches. Air content shall be determined in
accordance with ASTM C231/C231M. The concrete covering over steel
reinforcing shall not be less than 1 inch thick for covers and not less than
1-1/2 inches thick for walls and flooring. Concrete covering deposited
directly against the ground shall have a thickness of at least 3 inches
between steel and ground. Expansion -joint filler material shall conform to
ASTM D1751, or ASTM D1752, or shall be resin -impregnated fiberboard
conforming to the physical requirements of ASTM D1752.
SECTION 33 40 00 Page 3

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
2.3.2 Precast Reinforced Concrete Drainage Structures
Conform to ASTM C478. Joints between precast concrete risers and tops
shall be rubber -type gaskets meeting the requirements of ASTM C990 or
AASHTO M 198, Type B gaskets.
2.3.3 Frame and Cover for Gratings
FS A-A-60005 Cast iron, figure numbers as indicated.
2.3.4 Joints
2.3.4.1 PVC Plastic Pipes
Joints shall be solvent cement or elastomeric gasket type in accordance
with the specification for the pipe and as recommended by the pipe
manufacturer.
2.4 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
2.5 EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness ofas indicated.
PART 3 EXECUTION
3.1 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 23 00.00 20, EXCAVATION AND FILL and the requirements specified
below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than indicated to permit satisfactory jointing and thorough tamping
of the bedding material under and around the pipe. Sheeting and bracing,
where required, shall be placed within the trench width as specified,
without any overexcavation. where trench widths are exceeded, redesign
with a resultant increase in cost of stronger pipe or special installation
procedures will be necessary. Cost of this redesign and increased cost of
pipe or installation shall be borne by the Contractor without additional
cost to the Government.
3.1.2 Removal of Unstable Material
where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
SECTION 33 40 00 Page 4

P1349 Special Operations Training Complex
Camp Lejeune, NC
14P1349
e Projects No: 1168093
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
properly making the particular type of joint.
3.2.2 Plastic Pipe
Bedding for PVC pipe shall meet the requirements of ASTM D2321. Bedding,
haunching, and initial backfill shall be either Class IB or II material.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to installation.
Each p}pe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Pipe shall not be laid in water, and pipe shall not be laid when trench
conditions or weather are unsuitable for such work. Diversion of drainage
or dewatering of trenches during construction shall be provided as
necessary. Deflection of installed flexible pipe shall not exceed the
following limits:
Plastic (PVC)
MAXIMUM ALLOWABLE
TYPE OF PIPE DEFLECTION (%)
5
Note post installation requirements of paragraph 'Deflection Testing' in
PART 3 of this specification for all pipe products including deflection
testing requirements for flexible pipe.
3.3.1 Concrete and PVC Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
SECTION 33 40 00 Page 5

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Flexible Joints
Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
provisions for rugger gasket jointing and jointing procedures of ACPA 01-103
or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously
specified for joints with this piping. Gaskets and jointing materials
shall be as recommended by the particular manufacturer in regard to use of
lubricants, cements, adhesives, and other special installation
requirements. Surfaces to receive lubricants, cements, or adhesives shall
be clean and dry. Gaskets and jointing materials shall be affixed to the
pipe not more than 24 hours prior to the installation of the pipe, and
shall be protected from the sun, blowing dust, and other deleterious agents
at all times. Gaskets and jointing materials shall be inspected before
installing the pipe; any loose or improperly affixed gaskets and jointing
materials shall be removed and replaced. The pipe shall be aligned with
the previously installed pipe, and the joint pushed home. If, while the
joint is being made the gasket becomes visibly dislocated the pipe shall be
removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, or precast
reinforced concrete; complete with frames and covers or gratings. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
3.6 BACKFILLING
Perform earthwork operations in accordance with Section 31 23 00.00 20,
EXCAVATION AND FILL.
3.6.1 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
3.7 PIPELINE TESTING
3.7.1 Field Tests and Inspections
The Contracting Officer will conduct field inspections and witness field
tests specified in this section. The Contractor shall perform field tests
and provide labor, equipment, and incidentals required for testing. Be
able to produce evidence, when required, that each item of work has been
constructed properly in accordance with the drawings and specifications.
3.7.2 Pipeline Testing
Check each straight run of pipeline for gross deficiencies by holding a
SECTION 33 40 00 Page 6

P1349 Special Operations Training Complex 14P1349
Camp Lejeune, NC eProjects No: 1168093
light in a manhole; it shall show a practically full circle of light
through the pipeline when viewed from the adjoining end of line.
-- End of Section --
SECTION 33 40 00 Page 7

STORMWATER NARRATIVE
PERMIT APPLICATION
P-1349
SPECIAL OPERATIONS TRAINING COMPLEX - SITE 1
CAMP LEJEUNE, NORTH CAROLINA
A/E Contract No. N40085-10-D-5304
EProjects Work Order Number: 1168093
ECEIVE
JAN 3 12014
BY.-
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
January 27, 2014

PERMIT NARRATIVE
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX (SITE 1)
MCB CAMP LEJEUNE, NC
JANUARY,2014
Project Scope:
This project will replace existing training facilities with a new Special Operations
Training Group (SOTG) Complex in the Stone Bay satellite facility of Marine Corps
Base Camp Lejeune. In addition, a Toilet/Head Facility and a Decontamination Facility
will be provided. A new parking lot for the training facility will be constructed to the
west, across Booker T. Washington Boulevard. A smaller parking lot will be constructed
south of the training facility for overflow and range parking. A portion of Booker T.
Washington Boulevard will be realigned and a sidewalk and pedestrian bridge will be
provided from Range Road to the SOTG Complex. The main complex site is referenced
as Site 1.
The project also includes site improvements, stormwater management, utility
connections, and a wastewater pump station. The project site is 13.2 acres.
A POV Shooter's parking lot will be provided to the southwest of the complex and will
be permitted separately under an existing permit.
Existing Conditions:
The proposed SOTG Complex is located just west of the existing facility and east of
Booker T. Washington Boulevard. Wetlands on site are identified by Camp Lejeune's
Land and Wildlife Section. The wetlands include creeks and drainage ways but also
include several ephemeral streams and upland wetland areas, resulting from the
historically high/perched water table. Intermittent and perennial streams are also located
on the site. The site contains existing buildings, parking, roadways, and gravel areas.
The rest of the site is predominately wooded. The existing site elevations range from 10
to 33 feet above sea level.
Existing wetlands located on the site require a 50-foot buffer between new construction
and wetland limit lines. In addition, the State of North Carolina requires a 50-foot buffer
between new development activities and a 30-foot buffer for redevelopment from the
bank of each side of the streams.
Demolition on the site consists of clearing and grubbing the wooded area. Pavement
removal and building demolition will also be required.
Page 1 of 3

PERMI T NARRATI VE
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX SITE 1)
MCB CAMP LEJEUNE, NC
,JANUARY, 2014
Stormwater Manasement:
This project is located in a coastal county and is a high density project. The site drains to
Stone Bay and its tributaries, located to the east of the site; Stone Bay ultimately outfalls
to the New River, which is an SA water. For SA waters North Carolina requires that the
BMPs are designed to handle the 95th percentile storm or the increase in runoff from the
1-year, 24 hour storm, whichever is greater. In addition, the BMPs need to restrict the
runoff volume to the predeveloped rate for the 10-year storm event.
The site stormwater will be collected via a combination of overland flow, a curb and
gutter system with curb cuts, storm sewer piping and inlets, and culverts and ditches that
will be directed to BMPs on the site. Stormwater management for the parking areas will
be provided by pervious concrete with infiltration and dry detention. The building roof
drainage will be collected and directed to a rainwater harvesting tank; bypassed flow will
discharge to a sand filter. The remainder of the site will flow to one of two sand filters.
The site will be cut and filled to provide acceptable grades and slopes for a well -
functioning facility. Grading for some areas, including the 196 space parking lot and the
50 space parking lot, was dictated by high groundwater table elevations.
The BMPs are designed according to the North Carolina Division of Water Quality,
Stormwater Best Management Practices Manual, July 2007. There is no off -site runoff
coming onto the site.
Soils:
The results of the initial field exploration in February 2013 indicated the presence of 3 to
6 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 below current grades generally consisted of SAND (SP, SM, SP-SM and SC) with
varying amounts of silt and clay. As an exception, a deposit of CLAY (CL) was
encountered at several borings from between 5 to 8 feet below existing site grades and at
boring P-6 a deposit of CLAY (CL) was encountered at 3 feet below existing site grade.
The hand auger soil borings encountered the free groundwater surface at variable depths
that ranged from about I foot to 9 feet below the ground surface at 9 of the boring
locations. Based on the time of year, these water levels represent a normal high
condition. However, in soils having a fine grained texture, gray color and/or mottled
appearance, an estimated seasonal high water table (SHWT) depth was noted. A perched
water table was encountered at a number of testing locations.
Page 2 of 3

PERMIT NARRATIVE
P-1349 SPECIAL OPERATIONS TRAINING COMPLEX
MAIN COMPLEX SITE 1)
MCB CAMP LEJEUNE, NC
.JANUARY,2014
The results of the testing indicated soil infiltration rates of about 0.7 to 1.5 inches per
hour for the silty and clayey sands (SM and SC classifications) and rates of about 4.5 to
5.5 inches per hour for the cleaner sand soils (SP and SP-SM classifications). This
indicates the soils fall within SCS Hydrologic Soil Groups A and B.
Erosion and Sediment Control:
Erosion and sediment control measures including sediment fence, temporary construction
entrances, tree protection, inlet protection, sediment basins, channel protection,
temporary seeding, permanent seeding and permanent outlet protection will be provided
in accordance with the North Carolina Erosion and Sediment Control Planning and
Design Manual.
Since the site is within a High Water Quality (HQW) zone, erosion and sedimentation
control measures, structures, and devices shall be designed and constructed to provide
protection from the runoff of the 25 year storm.
Sediment basins within the HQW zone shall be designed according to North Carolina
Administrative Code 15A0413.0124, Design Standards in Sensitive Waters.
Provisions for ground cover sufficient to restrain erosion must be provided for any
portion of a land -disturbing activity within 7 working days following completion of
construction or development.
Page 3 of 3

VICINITY MAP

SOILS MAP

Soil Map—Onslow County, North Carolina
(MCB Camp Lejeune, NC)
MAPLEGEND
MAP INFORMATION
Area of Interest (ADO
H
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of Interest(AOI)
Q
Stony Spot
Warning: Soil Map may not be valid at this scale.
Soils
W
Very Stony Spot
S
Enlargement of maps beyond the scale of mapping can cause
Soil Map Unit Polygons
Wet Spot
misunderstanding of the detail of mapping and accuracy of soil line
„y
Soil Map Unit Lines
placement. The maps do not show the small areas of contrasting
Q
Other
soils that could have been shown at a more detailed scale.
0
Soil Map Unit Points
�
Special Line Features
Special
Point Features
Please rely on the bar scale on each map sheet for map
(Jo
Blowout
Water Features
measurements.
®
Borrow Pit
IStreams
and Canals
Source of Map: Natural Resources Conservation Service
Transportation
Web Soil Survey URL: http:/twebsoilsuwey.nres.usda.gov
X
Clay Spot
t-Fa
Rails
Coordinate System: Web Mercator (EPSG:3857)
0
Closed Depression
N
Interstate Highways
Maps from the Web Soil Survey are based on the Web Mercator
X
Gravel Pit
US Routes
projection, which preserves direction and shape but distorts
N
distance and area. A projection that preserves area, such as the
Gravelly Spot
f._.
Major Roads
Albers equal-area conic projection, should be used if more accurate
®
Landfill
.v
N
Local Roads
calculations of distance or area are required.
Lava Flow
This product is generated from the USDA-NRCS certified data as of
A.
Background
the version date(s)listed below.
Marsh or swamp
®
Aerial Photography
Soil Survey Area: Onslow, County, North Carolina
Mine or Quarry
Survey Area Data: Version 13, Sep 14, 2012
®
Miscellaneous Water
Soil map units are labeled (as space allows) for map scales 1:50,000
,O
Perennial Water
or larger.
Rock Outcrop
Date(s) aerial images were photographed: Mar 7, 2010—Oct 17,
y
2010
+
Saline Spat
The orthopholo or other base map on which the soil lines were
Sauey Spot
compiled and digitized probably differs from the background
Severely Eroded Spot
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
C
Sinkhole
J)
Slide or Slip
Sothic Spot
USDA Natural Resources Web Soil Survey 1/9/2014
211111111111 Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Onslow County, North Carolina
MCB Camp Lejeune, NC
Map Unit Legend
Onslow County, North Carolina (NC133)
Map Unit Symbol
Map Unit Name
Acres in AOI ,
Percent of AOI
BaB
Baymeade fine sand,0 to 6
136.1
34.3
percent slopes
BmB
Baymeade-Urban land
I 87.71
22.1%
complex, 0 to 6 percent
slopes
Bo
Bohicket silty clay loam
I 3.41
0.8
GoA
Goldsboro fine sandy loam, 0 to
9.5
1
2 percent slopes
Me
Mervyn loamy fine sand, 6 to 15
123.8
31.2
percent slopes
Mk
I Muckalee loam
36.31
9 2°/ 1
Totals for Area of Interest _
396.81
--inn]
USDA Natural Resources Web Soil Survey 1/9/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3

s
-
w� DEPORT OF
A GEOTECHNICAL
c
XPLORATION
P-1349 Special Operations
Training Complex
Stone Bay, Marine Corps Base
Camp Lejeune, North Carolina
GER Project No. 110-6171
"g" 12+n f " prepared for
C. Allan Bamforth, Jr.
y" w Q; Engineer -Surveyor, Ltd.
Norfolk, Virginia
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JAN 3 12014
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271 2 SomllEary BouleVted, Suite 101
ViRginin Bench VlRQNin 23452
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July 30, 2013
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attention: Ms. Anna Lee Bamforth, P.E., L.S.
Subject: Report of Geotechnical Exploration
P-1349 Special Operations Training Complex
Stone Bay, Marine Corps Base, Camp Lejeune, North Carolina
A/E Contract No. N40085-10-D-5304, CTO 0033
CAB File No. 12.037
GER Project No. 110-6171
GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the
above referenced project. Our services were performed in accordance with our revised proposal
P12-110-5529C dated April 17, 2013 and authorized by Ms. Anna Lee Bamforth on June 7, 2013.
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
SS�,�1*
y'
028246 _
Charles F. P. Crawley, 111, P. y
Assistant Vice President
i'�'���•S F P
Scott A. Barnhill, P.E.
Executive Vice President
SOUTHERN f'ROIIISSIONAI CENTER 1 2712 SOuThERN BOulEVARd, SUITE 101 VIRQNIA BEACh, VIRGINIA 23452
let [phone] FAN [phone] www.gERONIiNEXONI

EXECUTIVE SUMMARY
The subsurface conditions were explored by 48 standard penetration test (SPT) soil borings to depths of
10 to 60 feet below existing grade, 1 hand auger soil boring to a depth of 5 feet below existing grade,
and 1 cone penetration test (CPT) sounding to refusal at a depth of about 59 feet below existing grade.
Supplemental field testing and sampling included down hole shear wave velocity measurements at the
CPT sounding location, performing 19 constant head permeability tests at proposed stormwater
management locations, collection of 1 undisturbed sample for laboratory consolidation testing, and
collecting 8 bulk samples from proposed pavement areas for laboratory CBR testing. Geotechnical
laboratory tests were conducted on selected soil samples. Exploration during a prior study included 11
hand auger soil borings and 7 field permeability tests.
The subsurface conditions encountered in the soil borings and sounding were composed of 4 general
stratigraphic layers. These layers included uncontrolled fill at some locations (Stratum A), very loose to
dense, relatively clean to clayey sand (Stratum 1), very soft to stiff, low and high plasticity clay (Stratum
2), and very loose to very dense, silty sand with shell (Stratum 3).
The groundwater table was encountered at variable depths across the project site during the exploration.
Groundwater depths ranged from about 7 to 11 feet below the ground surface at the proposed training
building site. Elsewhere, the groundwater table was encountered at depths of about 6 inches to more
than 10 feet below the ground surface. A perched water table was encountered at a number of testing
locations. Seasonal high water table levels are estimated to occur at depths within the upper 5 feet in the
majority of the new parking and stormwater management areas.
Based on the subsurface data collected and structural reactions provided, a deep foundation system
using driven prestressed concrete piles is recommended for supporting the proposed training building
frame. Piles should bear in Stratum 3 at tip elevations in the range of -5 to -20 feet. Allowable
compressive capacities were calculated as 35 to 60 tons for 12-inch square pile sections at this depth
range.
Shallow foundations may be used for supporting the decontamination, head and guard house buildings.
The design soil bearing pressure is 2,000 psf for footings bearing on competent native soil and approved
structural fill.
Ground supported concrete floor slabs may be used for the proposed buildings following the
recommended site improvements. The potential need for an underslab volatile vapor mitigation system is
being investigated and will be addressed under separate cover.
Site Class D for seismic design was determined for the site based on the results of this exploration.
Proposed grade increases at the training building site are expected to result in tolerable post -construction
settlements with minimal impacts to the building foundation piles.
The site retaining wall may be designed for a shallow foundation using an allowable bearing pressure of
1,500 psf. Differential settlement on the order of 11/2 inches was calculated between the maximum fill
area and ends of the wall. Fill constructed for the proposed concrete surfaced access road is expected to
settle similar magnitudes. A staged construction sequence for the access road and retaining wall may be
considered to reduce post construction settlements.
The timber pedestrian bridges should be supported using timber posts or round piles driven to 8 feet or
more below existing grade. Allowable compressive pile capacities of 5 to 8 kips were calculated.
A design CBR value of 5 and subgrade modulus k-value of 150 pci are recommended for the new
roadway pavements supported by the upper native soils in a compact and stable condition. Preliminary
bituminous and rigid concrete pavement sections are provided.
GER

SUMMARY
A design CBR value of 2 is recommended for the shooters parking lot. Geogrid reinforcement beneath the
bituminous pavement section is recommended for this parking lot due to weak and variable subgrade.
The upper site soils were measured to have in -situ infiltration rates ranging from about 0.6 to 7 inches
per hour. The use of permeable pavement for the west parking lot appears to be feasible if final grades
are increased above existing elevations to achieve separation from the seasonally high water table. Use
of bioretention basins will be feasible if used along with underdrain systems.
Removal of a typical 6-inch veneer of topsoil like material is expected to be necessary in the majority of
the improvement areas. Additional excavation and replacement with structural fill may be required in
areas that are wooded and that contain existing structures. Selective undercutting and replacement of
soft and organic surface soils beneath footings, slabs and pavements should be anticipated on the
project.
Most of the existing upper site soils are expected to be suitable for reuse as structural fill and backfill on
the project based on the field and laboratory test results.
GER

TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY ...............................................
i
PURPOSE OF EXPLORATION .........................................
1
PROJECT INFORMATION .............................................
1
SITE DESCRIPTION .................................................
1
HISTORICAL IMAGE REVIEW .........................................
2
SITE GEOLOGY .....................................................
2
EXPLORATION PROGRAM ............................................
3
EXPLORATION RESULTS .............................................
5
Soil Stratigraphy.................................................
5
Groundwater...................................................
7
Surface Materials ................................................
8
SUBSURFACE EVALUATION ..........................................
8
RECOMMENDATIONS ................................................
10
Deep Foundations ................................................
10
Shallow Foundations .............................................
11
Ground Floor Slabs ...............................................
12
Seismic Parameters ..............................................
12
Site and Subgrade Preparation .....................................
12
Pavements......................................................
13
Fill and Backfill..................................................
14
Stormwater Management .........................................
14
Retaining Walls ..................................................
15
LIMITATIONS......................................................
15
APPENDICES
APPENDIX A - Drawings
APPENDIX B - Field Test Data
APPENDIX C - Laboratory Test Data
APPENDIX D - Calculations
APPENDIX E - Procedures and Interpretation Methods
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
eeR Project No. 110-6171 Page 3
According to the 1985 Geologic Map of North below the ground surface with down -hole shear
Carolina, the upper geologic units at the site are wave velocity (Vs) measurements at nominal
composed of unconsolidated Holocene and Upper 5-foot depth intervals at the training building
Pleistocene age deposits of undivided members. site.
Older underlying units include consolidated Tertiary ❑Conducting 11 SPT soil borings to depths of 10
deposits of the Belgrade, River Bend and Castle
Hayne Formations, undivided, described as feet below the ground surface for prospective
fossiliferous clay and Shelly sand deposits. pavement locations (PB-series borings).
Metasedimentary and igneous basement bedrock is
located at more than 1000 feet below sea level.
Exploration Program
The subsurface exploration program consisted of
the following sampling and testing at the
approximate locations shown in Figures 3A-3D and
on Drawings 3A-3D in Appendix A:
❑ Conducting 11 standard penetration test (SPT)
soil borings to depths of 12 to 60 feet below the
ground surface for the proposed structures
(SB-series borings).
❑ Collecting 1 undisturbed tube sample of soft
clay soils for laboratory consolidation testing.
❑ Performing a cone penetration test sounding
(CPT-1) to refusal at a depth of about 59 feet
❑ Performing 13 SPT and 1 hand auger soil
borings to depths of 5 to 10 feet below the
ground surface for prospective stormwater
basin locations (BMP-series borings).
❑ Conducting 13 SPT soil borings to depths of 10
feet below the ground surface for prospective
permeable pavement locations (PP -series
borings).
❑ Performing 19 in -situ constant head borehole
permeability tests at depths of about 1 to 4 feet
below existing grades at selected BMP and
PP -series boring locations.
❑ Conducting 11 hand auger soil borings to
depths of about 3 to 10 feet and performing 8
constant head in -situ permeability tests at
possible stormwater management locations
Figure 3A. Testing Location Plan, Site 1, North Area
GE IR

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
GER Project No. 110-6171 Page 4
during a previous preliminary ��
study (P-series borings). �077 IMC1 I j WA
❑ Collecting 8 bulk soil samples
in the upper 3 feet at
selected PB-series boring
locations for laboratory CBR
tests.
❑ Performing geotechnical
laboratory testing for natural
moisture content, grain size,
plasticity, pH, consolidation
and CBR on selected soil
samples recovered from the
site.
The testing locations and depths
were selected by GER in
consultation with the A/E. Test
locations were established in the
field using a handheld GPS
receiver having an accuracy of 3
to 10 meters. Drawings showing
site information and interpreted
subsurface data are provided in
Appendix A. Field exploration
test results are provided in
Appendix B. Laboratory test
results are provided in Appendix
C. Supporting calculations are
provided in Appendix D.
Exploration procedures and
interpretation methods are
provided in Appendix E.
The test borings were advanced
by a CME 55 ATV mounted drill
rig using nominal 3-inch
diameter boreholes and both
mud rotary and hollow stem
auger drilling techniques.
Standard penetration test (SPT)
sampling was conducted in the
borings at discreet intervals in
general accordance with ASTM D
1586. An automatic hammer was
used to drive the sampler. Small
disturbed samples obtained
during the test were visually
classified in general accordance
with ASTM D2487 and selected
representative samples were
saved for laboratory testing.
Figure 3B. Testing Location Plan, Site 1, South Area
Figure 3C. Testing Location Plan, Site 1, Pedestrian Path
Figure 313. Testing Location Plan, Site 2
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aER Project No. 110-6171 Page 9
provided monitoring and verification associated settlement at this location is estimated at
with preloading, and the need for deep grouted approximately 50% of the total. These results
displacement type aggregate piers, we favor the suggest the potential need for constructing the
use of a deep foundation system for supporting the grading fill as close as practicable to the vertical
training building with minimal risk. and horizontal limits and delaying the road and
retaining wall construction for several weeks or
Driven prestressed concrete piles installed into the
Stratum 3 sands are recommended for supporting
the training building frame. Pile tip elevations
ranging from -5 feet to -20 feet are expected to be
optimal for the maximum column loads. Allowable
compressive pile capacities in the range of 35 to 60
tons were calculated for the driven 12 inch square
prestressed pile sections considered.
A differential site grade increase ranging from
about 0.5 to 6 feet is anticipated for the proposed
training building site. Maximum grade increase will
occur in the ditch along existing Booker T.
Washington Boulevard. Our elastic and
consolidation settlement calculations for the site
grade increase indicate a maximum total
settlement of about 3/4 of an inch and average total
settlement of about half of this magnitude.
Approximately 75% of the total settlement is
expected to be immediate in nature. Therefore, we
expect post -construction impacts due to
consolidation settlement will be minimal for the
training building site. Grade increases at the other
building sites are expected to be about 2 feet or
less, also with minimal impact.
Conventional slab -on -grade ground floor systems
are expected to be appropriate for the proposed
buildings following site preparation. We are
performing a concurrent study to investigate the
potential need for an underslab vapor system to
mitigate volatile vapors in the soil and/or
groundwater. This will be addressed under
separate cover.
The proposed cantilever concrete retaining wall
along the east side of the concrete paved access
road is expected to retain a maximum of about 7
feet of new fill material. Bearing capacity
calculations for this area indicate a design soil
bearing pressure of 1,500 psf. Differential
settlement calculated for the maximum grade
increase with respect to the ends of the retaining
wall is on the order of 11/2 inches, and will need to
be accommodated in the retaining wall design if
necessary. Fill constructed for the concrete paved
access road is also expected to experience similar
settlement and the consolidation component of the
months to permit some pre -construction
settlement to occur.
Stability analysis of the retaining wall site indicate
a global factor of safety on the order of 1.4 when a
uniform traffic surcharge pressure allowance of
250 psf is used. The calculated global factor of
safety was about 1.7 without applying a traffic
surcharge pressure.
The majority of existing Stratum 1 sands that will
support new bituminous, rigid concrete and
permeable concrete pavement are expected to be
compactible and stable. However, scattered areas
with clayey subgrade such as Boring PB-3 will be
more moisture sensitive and will have increased
potential for deterioration under construction traffic
and upon exposure to wet weather. It is inevitable
that selective undercutting and replacement of
pavement subgrade will be necessary at parts of
the site where deteriorated subgrade is
encountered or created.
Variable and weaker subgrade conditions are
anticipated at the proposed shooters lot. The
majority of the upper soils appear to be
uncontrolled fill materials with wood and organic
debris based on the soil borings performed in this
area. Use of geogrid reinforcement beneath the
pavement section is recommended at the shooters
parking lot to improve pavement subgrade support
and to reduce the quantity of unsuitable subgrade
removal.
Although Stone Bay has a history of LID systems
not functioning as designed, we expect it will be
feasible to utilize the planned permeable pavement
and bioretention low impact development (LID)
techniques for this project based on the
encountered soil conditions, infiltration test results
and estimated seasonal high water table (SHWT)
levels. Table 1 on the following page presents a
summary of the groundwater elevations and
infiltration test results. The results indicate that
soils with increased silt and clay fines (SM and SC
classifications) typically have lower infiltration
rates, as do those tests which were conducted very
close to the water table.
GER

P-1349 Special Operations Training Complex, Stone Bay
GER Project No. 110-6171
Table 1. Groundwater & Infiltration Test Summary
Test
Location
Test
Depth (ft)
Test
Elev. (ft)
Est. SHWT
Elev. (ft)
USCS Class.
Symbol
Infiltration
Rate (in/hr)
BMP-1
3
27.5
25.5
SP-SM
7.48
BMP-2
4
25.5
22.5
SM
0.73
BMP-4
4
19.5
17.5
SM
0.70
BMP-5
2.5
24.5
23
SM
0.62
BMP-10
4
26
22
SP-SM
3.57
BMP-11
3.5
27
24.5
SP-SM
5.03
BMP-12
3
39
37
SM
0.57
BMP-13
1.5
1 32.5
32.5
SM
0.83
P-1
1.5
28.5
26.5
SP-SM
4.72
P-3
2
30.4
28.6
SM
1.29
P-4A
3
26.6
24.6
SP-SM
5.56
P-4B
4
25.5
21
SM
1.02
P-5A
2.3
24.0
21.9
SP-SM
4.60
P-5B
4
25.2
23.2
SC
0.95
P-7
2.5
26.1
24.3
SM
1.42
PP-1
2
30
27.5
sM
1.66
PP-2
1 1.5
1 33.5
33.5
5M
0.96
PP-3
1 1.1
1 30.4
30
SP-SM
1.13
PP-4
1
33
32.6
SM
0.82
PP-6
1.5
30.5
29
5M
0.90
PP-7
1
33.5
33.5
SP-SM
0.58
PP-8
1
29
26
SP-SM
3.89
PP-9
1
32.5
31
SP-SM
5.38
PP-11
1.1
32.4
31.5
5M
0.69
PP-12
2.8
27.8
22.5
SP-SM
5.71
PP-13
2.5
2T5
1 24 1
SP-SM
4.02
For much of the west parking lot, it appears that it
will be necessary to increase final grades above
existing elevations. Also, existing surfcial clay soils
such as encountered in Boring PP-9 will need to be
removed and replaced with more permeable
material. Use of underdrains is recommended for
bioretention basins along with the possible need
for elevating the bottom of selected basins. Care
should be taken to minimize compaction of the
sand subgrade soils beneath permeable pavements
and bioretention basins.
Recommendations
Based on the subsurface data obtained from the
site and our understanding of the project, the
following recommendations are provided.
Deep Foundations
❑ A deep foundation system using driven 12 inch
square prestressed concrete piles bearing in
Stratum 3 is recommended for supporting the
proposed training building frame. Design length
and axial capacity criteria for 12 inch square
July 30, 2013
Page 10
prestressed piles using a factor of safety in the
range of 2 to 2.5 are presented in Table 2.
Table 2. Estimated Length & Allowable
Capacity of 12 in. Prestressed Concrete Piles
Tip
Elevation (ft)
Compressive
Capacity (tons)
Tensile
Capacity (tons)
-5 to -10
35
15
-10 to
45
20
-15 to-20
60
25
❑ Piles should generally be spaced at 3 pile
diameters center -to -center for an axial group
efficiency of 100%. Long-term settlement of
individual piles and differential settlement
between pile groups at the design load is
expected to be less than 1/2 of an inch.
❑ Short term increases in axial load on the piles
due to wind and seismic forces is allowed where
permitted by code.
❑ Lateral capacity of individual free headed piles
at safe bending limits and 1/2 of an inch
deflection is 3 tons. Reduction factors for
closely spaced piles in laterally loaded groups
should be applied where prescribed by code.
Use of passive pressure on the pile caps and
battering piles to improve lateral resistance is
permitted if necessary.
❑ Preboring or spudding to facilitate pile
installation should be limited to a maximum
depth of 10 feet below existing grades. The
diameter of the auger or spud should not
exceed the width of the pile.
❑ Piles should be driven to the specified bearing
stratum and tip elevation with sufficient driving
resistance to produce the required safe bearing
capacity. Acceptance criteria is to be
determined by the Contracting Officer after
completing the test pile program.
❑ Prior to delivering production piles, a test pile
program should be performed to characterize
pile installation across the site. It is suggested
that 5 test piles, one near each building corner
and one near the middle, be driven for the
project. Test piles should generally be 5 feet
longer than the estimated required pile lengths
to conduct restriking or in case the desired
bearing layer is deeper than anticipated.
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aert Project No. 110-6171 Page 11
❑ Load testing should be performed on piles ❑ Timber pile or post foundations will be used to
designed to support loads of 40 tons or more. support the 2 timber pedestrian bridges. We
Static compressive load testing is still the best anticipate these piles will consist of nominal 6
means for evaluating long-term capacity and inch square timber posts or 8 inch tip diameter
the load -settlement relationship of individual timber piles. We recommend the pedestrian
piles. The use of the pile driving analyzer (PDA) bridge piles be driven to a minimum of 8 feet
in place of traditional static load tests has below existing grades. Allowable compressive
significant economic benefits and has now capacity for the above pile sections with 8 feet
become commonplace. However, our of embedment is estimated at 5 kips. At 12 feet
experience has been that dynamic testing tends of embedment, the estimated allowable
to underpredict ultimate resistance. compressive capacity is 8 kips.
❑ We recommend that test pile capacities which
are evaluated by dynamic load testing be
conducted using refined CAPWAP analysis with
measurement data obtained during a 7-day
restrike. Input parameters should be selected
based on extensive local experience and back
correlation to results of static loading tests.
❑ Capacity evaluation of piles not required to be
load tested should be based on Wave Equation
Analysis or other approved dynamic formula.
❑ Compatibility of the pile type and installation
equipment is essential to produce a foundation
that performs satisfactorily. Prior to installing
piles, the piling contractor should submit data
sheets on the proposed driving equipment and
installation procedures to the Contracting
Officer for evaluation.
❑ The energy of the driving hammer needs to be
sufficient enough to install piles through zones
of dense soil and into the required bearing
stratum without causing fatigue or damage.
Hammer energies in the range of 25,000 to
45,000 foot-pounds should be suitable for the
concrete pile sizes considered.
❑ Installation of all piles should be monitored for
any indication of problems by an experienced
field inspector. Restriking piles after one or
more days may be required to verify strength
gain after initial driving. Piles which fail to
achieve the specified tip elevation or driving
resistance may be subject to rejection unless
they are evaluated and determined to be
acceptable by the designers of record.
❑ If the observed construction methods differ
from those that are anticipated or if soil
conditions which differ from those encountered
during the investigation, the geotechnical
engineer and Contracting Officer should be
contacted.
Shallow Foundations
❑ The range head, decontamination facility and
guard house buildings may be designed using
conventional shallow foundations. The net
allowable soil bearing pressure is 2,000 psf for
footings bearing on approved existing soils or
compacted structural fill.
❑ Total settlements of less than 1/2 of an inch
were calculated for properly supported footings
using the provided maximum structural loads
for these buildings. Differential settlements on
the order of this same magnitude can be
expected.
❑ Shallow foundations for the site retaining wall
should be designed for a maximum bearing
pressure of 1,500 psf. Estimated total
settlement due to the weight of the retained
soil mass is slightly greater than 11/2 inches. A
similar magnitude of differential settlement
between the maximum retained fill height and
ends of the wall is expected. The structure
should be designed to accommodate these
movements.
❑ Footings and load bearing exterior turn -down
slab edges should bear at least 16 inches below
final grades for bearing capacity considerations
and for protective embedment. The depth for
frost protection considerations is 5 inches.
❑ The minimum footing widths should be 2 feet
for wall footings and 3 feet for individual
column footings for ease of construction and to
prevent a punching failure.
❑ Foundation subgrades should consist of
relatively firm, dry suitable soils that are free of
debris, organic, highly plastic and loose
material. Foundation subgrades should be
verified and approved by a qualified field
inspector. Actual soil conditions should be
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aers Project No. 110-6171 Page 12
probed and compared to those described in this mapped values for the geographic site location
report. using the 2012 International Building Code
❑ If unsuitable subgrade materials are (2008 hazard data) and USGS seismic hazard
encountered at the foundation locations, such mapping software:
materials should be undercut to reach more
suitable or firm native soil and replaced with
approved structural backfll to the design
bearing elevation.
❑ Foundation subgrade soils are susceptible to
strength loss and deterioration after prolonged
exposure to the environment. Foundations
should be placed the same day that excavations
are made whenever possible. A "mud mat" of
lean or tremie concrete should be placed on
approved subgrades if this cannot be
accomplished and when precipitation is
imminent.
❑ If the soil conditions encountered are different
from those described in this report, the
geotechnical engineer of record should be
contacted by the Contracting Officer.
Ground Floor Slabs
❑ Soil supported concrete floor slabs may be used
for the proposed structures following the
recommended subgrade preparations. Floating
slabs should generally be jointed at column
lines and along load bearing walls so that
foundations and the slab can settle differentially
without damage.
Cl Subgrade modulus for slab design will be based
in part on the properties of the building pad fill
material. A subgrade modulus of 200 pci is
estimated for typical compacted structural fill
placed over approved Stratum A or Stratum 1
subgrade soils.
❑ A minimum 4 inch thick layer of porous gravel
or clean sand fill should be used directly
beneath the slabs to provide for lateral drainage
of moisture. If sand is chosen, it should
conform to ASTM C 33 Fine Aggregate. The
porous fill layer should be covered with an
impermeable membrane sheeting to retard
vapors and prevent clogging during concrete
placement.
Seismic Parameters
❑ The following seismic design parameters for 5%
critical damping and a 2% probability of
exceedence in 50 years were determined from
Site Class .....................
D
Design Peak Ground Acceleration ....
0.068g
0.2s Design Acceleration Sos ........
0.169g
LOs Design Acceleration So, ........
0.118g
0.2s MCE Acceleration Sms .........
0.254g
LOs MCE Acceleration SM, .........
0.1779
❑ Preliminary liquefaction analysis of saturated
sands in the general soil profile using the in -situ
parameters measured from CPT and Vs testing
indicate a satisfactory factor of safety for the
probabilistic design seismic event. The soft
saturated Stratum 2 clays are not expected to
be susceptible to liquefaction as the majority of
liquid limits are greater than 40 and the ratio of
natural moisture content to liquid limit averages
less than 0.9.
Site and Subgrade Preparation
❑ The ground surface in the building and
pavement areas should be cleared, grubbed
and stripped of all asphalt, topsoil, vegetation,
tree stumps, roots greater than 2 inches in
diameter and debris to reach firm soils. This
work should be performed during a period of
dry weather to avoid excessive deterioration of
the exposed subgrade. Positive surface
drainage should be maintained at all times
during construction to prevent water
accumulation on the subgrade.
❑ The required topsoil stripping depth may be
variable across the site and is estimated to
average about 6 inches based on the soil
borings. However, additional material removal
thickness will be required for tree stumps and
to remove muck from existing swales. Site
stripping should generally extend 5 feet beyond
the outside of building lines and to the back of
curb lines in pavement areas.
❑ Aggregate base material beneath existing
pavements may be left in place if final grades
permit. Stratum A fill materials may be left in
place beneath proposed building slab and
pavement areas if judged to be firm and stable.
❑ Existing underground utility lines in proposed
building areas should be removed and rerouted
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aeR Project No. 110-6171 Page 13
to outside of building lines. Old foundations Realigned Bituminous Roads
encountered after site demolition should also be • 1.5" 5-9.5B Surface Course
removed. Old utility and foundation removal • 3.0" I-19.OB Intermediate Course
excavations should be backfilled as specified • 8.0" Aggregate Base Course
elsewhere in this report. • Firm natural subgrade or compacted select
matprial
❑ The exposed subgrade soils in the building and
pavement areas should be compacted with a
non -vibrating drum roller and inspected by
proofrolling to check for pockets of soft soils
prior to grading. Proofrolling should be
conducted after a suitable period of dry
weather to avoid degrading an otherwise
acceptable subgrade. A loaded dump truck or
similar heavy rubber tired construction
equipment should be used for proofrolling.
❑ Site stripping, grading and proofrolling should
be observed by a field inspector. Unsuitable soil
conditions observed during this process should
be corrected by excavating and replacement
with structural fill or other improvement
methods approved by the Contracting Officer.
❑ If it is desired to reduce post -construction
settlements of the concrete access road and
retaining wall, a staged construction sequence
is suggested. The sequence would consist of
constructing the grading fill as close as possible
to the vertical and horizontal subgrade limits for
these areas and delaying wall construction for 2
months. After the delay, the wall could be
constructed and backfilled and the access road
could be fine graded and constructed. This
sequence is estimated to result in a one third to
one half decrease in total settlement for this
area.
Pavements
Concrete Access Road
• 6.0" PCC (650 psi flex.)
• 6.0" Aggregate Base Course
• Firm natural subgrade or compacted select
material
Shooters Parking Lot
• 3.0" 5-9.5B Surface Course
• 8.0" Aggregate Base Course
• Tensar TX5 Geogrid
• Firm natural subgrade or compacted select
material
❑ The permeable pavement parking lots should
be designed per the 35% Basis of Design report
or the product manufacturers design guidelines.
Final pavement section designs should be
adjusted as applicable for the actual vehicle
traffic expected by the end user. Pavement
materials and construction should conform with
applicable UFGS and NCDOT specifications.
❑ Existing pavement at the realigned roadway tie-
ins should be milled and receive a minimum
1.5" overlay with bituminous surface course
over liquid asphalt tack coat.
0
❑ The following subgrade design values are
recommended for mechanically compacted and
firm existing Stratum A and Stratum 1 soils ❑
based on the field and laboratory test results.
• Realigned Bituminous Roads: CBR=S
• Concrete Access Road: k=150 pci
• Permeable Pavement Lots: CBR=8
• Shooters Parking Lot: CBR=2
❑ Pavement section thickness design will depend
in part on the final grades, intended uses and
Topsoil, vegetation, debris and otherwise
unsuitable soils should be removed from the
pavement areas. During construction, positive
surface drainage should be maintained to
prevent water accumulation on the subgrade.
Drainage or dewatering trenches along the
edges of the pavement may be necessary to
help promote subgrade drying.
After completion of rough grading, the
pavement subgrade should be proofrolled to
detect pockets of soft or otherwise unsuitable
material. Proofrolling should be conducted after
a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade. A
loaded dump truck or similar rubber tired
construction equipment should be used for
proofrolling.
design traffic patterns. Minimum pavement
sections calculated for the anticipated traffic ❑ To the extent possible, prepared subgrades
provided in the 35% Basis of Design report over should be protected from exposure to wet
a 30 year design life are as follows: weather and heavy construction equipment
should be restricted from traveling over

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aER Project No. 110-6171 Page 14
prepared surfaces. Prior to paving, a second of the laboratory maximum dry density as
proofroll should be performed on the aggregate determined by ASTM D 698.
base material to determine if localized areas ❑
have degraded due to construction traffic or
moisture problems.
❑ Pavement construction is best suited for the
traditionally drier summer and fall months to
minimize deterioration of the subgrade soils
caused by construction traffic and exposure to
the environment. Use of geogrid reinforcement
should be considered as a bid option for
construction to potentially reduce quantities of
unsuitable soil removal.
Fill and Backfill
❑ Representative samples of each proposed fill
material should be collected before filling
operations begin and tested to determine
maximum dry density, optimum moisture
content, natural moisture content, gradation,
plasticity and CBR. These tests are needed for
quality control during construction and to
determine if the fill material is acceptable.
❑ Fill and backfill soil used in building and
pavement areas should consist of non plastic
granular material having a maximum of 25
percent fines by ASTM D 1140, and maximum
liquid limit of 30 and maximum plasticity index
of 9 by ASTM D 4318. Acceptable soil
classification symbols by ASTM D 2487 include
GW, GP, GM, SW, SP, SP-SM and SM.
❑ Most of the Stratum 1 soils are expected to be
suitable for reuse as structural fill and backfill
based on the laboratory results. Segregating
deleterious material and drying excavated soils
to acceptable moisture levels should be
anticipated. Any soils containing detectable
concentrations of petroleum (TPH) will need to
be disposed of off -site.
❑ Granular, non -expansive, low plasticity material
such as sand or sand -gravel mixtures should be
used for backfilling the active wedge behind
retaining walls. Wall drainage layers should
consist of free -draining material such as #57 or
#67 aggregate.
❑ Fill and backfill soils should be spread in thin,
even layers not exceeding 8 inches loose
thickness prior to compaction. Each layer of soil
in building and pavement areas should be
compacted to achieve no less than 95 percent
The moisture content of fill soils should be
maintained within t3 percentage points of the
optimum moisture content determined from the
laboratory Proctor density test. Fills should be
free of debris and deleterious materials.
❑ Only hand operated compaction equipment
should be permitted within a 5 foot distance to
the sides of walls and other similar structures
that could be displaced or distorted by lateral
soil pressures generated by compaction.
❑ Crushed stone can be used for ease of
construction in certain structure backfilling
applications when approved by the Contracting
Officer. Material should consist of washed
crushed stone conforming to gradation #57 by
ASTM C 33 or NCDOT specifications.
❑ The fill surface must be adequately maintained
during fill construction. The fill surface should
be compacted smooth and properly graded to
improve surface runoff while construction is
temporarily halted. Excavations to receive
backfill should not be left open for extended
periods.
❑ Fill should not be placed on wet or frozen
ground. Fill which becomes softened from
excess moisture should be aerated and
recompacted to acceptable levels, removed and
replaced with new compacted fill, or as
otherwise directed by the contracting officer's
representative.
Stormwater Management
❑ The Stratum 1 sands at depths ranging from
about 1 to 4 feet below existing grades were
measured to have in -situ infiltration rates
ranging from about 0.6 to 7 inches per hour. A
summary of results is provided in Table 1 and
complete infiltration testing results are provided
in Appendix B.
❑ Estimated seasonal high water table (SHWT)
depths at the various portions of the project
site are summarized in Table 3 on the following
page. These depths are based on our
interpretation of the soil and water conditions
observed during the site investigations. Final
determination of SHWT elevations will be based
on inspection by the NCDENR soil scientist.
GER

P-1349 Special Operations Training Complex, Stone Bay
aER Project No. 110-6171
Table 3. Estimated SHWT Depths
Location
Depth Below Existing Grades (ft)
Minimum
Maximum
I Average
West Parking Lot
0.5
North BMP Areas
2.5
South Parking Lot
4
8
6
South BMP Areas
4
8
6
Shooters BMP Areas
1.5
❑ The proposed permeable pavement and
bioretention LID stormwater techniques appear
to be feasible for the soil conditions and SHWT
depths estimated for the site. Final grades
should be increased above existing elevations
where required to attain the required minimum
separation above the SHWT.
❑ Permeable pavement and bioretention basin
subgrades should be prepared by removing any
existing sufcial clay soils and hardpan
materials encountered. The pavement subgrade
and bottom of the basins should be scarified to
loosen the soil immediately prior to installing
drainage or planting media. To the extent
possible, the subgrade should not be
compacted by construction equipment, directly
nor indirectly.
❑ Bioretention basins should be designed with
underdrains regardless of the infiltration test
results. Underdrains should consist of 6-inch
diameter perforated drain pipe connected to
cleanouts and placed within a minimum 12-inch
layer of clean washed aggregate such as ASTM
C33 #57 gradation stone. A minimum 4-inch
layer of ASTM C33 washed sand should be used
above the aggregate layer and below the
planting media. Sand for the planting media
should be predominantly coarse and/or well
graded and not fine poorly graded sand.
❑ Open stormwater management basins should
use side slopes of 31H:1V or flatter to protect
from sloughing. Slopes should be protected
from erosion using one or more widely available
erosion control methods (turf, vegetation,
geosynthetics, hard armor revetment, etc.).
Retaining Walls
❑ The following properties may be assumed for
compacted existing soils and approved fill and
backfill soils described in this report in lateral
earth pressure applications:
July 30, 2013
Page 15
Internal Friction Angle, 0 (deg.) .........
30
Coefficient of Friction (tan 8) ..........
0.35
Cohesion / Adhesion, ca (psf) ..........
0
Moist Unit Weight, y (pcf) ............
120
Active Pressure Coefficient, Ka .........
0.33
At -Rest Pressure Coefficient, Ko ........
0.50
Passive Pressure Coefficient, Kp ........
3.00
❑ Retaining walls that are permitted to tilt at the
top may be designed for the active state lateral
earth pressures. Typical minimum movement
required for the active pressure condition is
approximately 0.005H for granular soils and
0.01 for cohesive soils, where H is the height of
the wall.
❑ An equivalent fluid pressure of 40 psf per
vertical foot of wall height may be used for
active pressure design. This equivalent pressure
assumes a level backslope and drainage is
provided behind the wall. Additional lateral
pressure should be included in the wall design
for inclined backslopes, surcharge pressures or
if wall drainage is not provided.
❑ Near corners and at other areas where
retaining walls are restrained at the top such
that the minimum movements will not occur,
these walls should be designed for at -rest earth
pressure conditions. An equivalent fluid
pressure of 60 psf per vertical foot of wall
height may be used for at -rest pressure design.
❑ Retaining wall drainage should consist of a
free -draining backfill layer that will allow water
to freely drain into weep holes near the bottom
of the walls or that connects to foundation
drains which outlet to daylight or into the
project storm drain system. Nonwoven filter
cloth should be used to separate the drainage
layer from the backfill soil. Surface drainage
that diverts stormwater runoff away from the
top of the walls is recommended.
❑ Retaining walls should be designed to
accommodate the anticipated subsurface
movements. Retaining wall footings should be
designed to satisfy sliding, overturning, bearing
capacity and global stability with appropriate
factors of safety.
Limitations
The analyses and recommendations provided are
based in part on project information provided to
GER

P-1349 Special Operations Training Complex, Stone Bay
eeR Project No. 110-6171
us. They only apply to the specific project and site
discussed in this report. If the project information
section in this report contains incorrect information
or if additional information is available, you should
convey the correct or additional information to us
and retain us to review our recommendations.
Regardless of the thoroughness of a geotechnical
exploration, there is always a possibility that
conditions between test locations will be different
from those at the specific locations and that
conditions will not be as anticipated by the
designers or contractors. In addition, the
construction process may itself alter soil conditions.
Unanticipated conditions should be reported to the
design team along with timely recommendations to
solve the problems encountered.
GeoEnvironmental Resources, Inc. has performed
its services expressly for our client and its client
using that degree of care and skill ordinarily
exercised under similar conditions by reputable
members of our profession practicing in the same
or similar locality. No other warranty, expressed or
implied, is made. Third parties that rely on this
report recognize that environmental and geologic
conditions can vary from those encountered at the
times and locations where data are obtained, and
that the limitation on available data may result in
some level of uncertainty with respect to the
interpretation of those conditions, despite due
professional care.
July 30, 2013
Page 16
GER

LEGEND
Approximate Structural
SPT Soil Boring Location
O Approximate Civil SPT
Soil Boring Location
Approximate CPT
Sounding Location
— —Subsurface Profile Baseline
on Drawings 4A4D
SCALE
:
1' 40' 8016C
1'=e0
Approximate Graphic Scale
ROOM
Field tasting locations w not
eyeE and may W several were
horn
me braanns indicatedme testing
ux,tons drown on tnis Man sneu to
wnskered appmaimate.
Site plan provided by C. Allan
Bamknd, Jr., Engineer -Surveyor, Ltd
TESTING LOCATION PLAN
110-6171 1 3A

1 LEGEND
n Approximate Structural
,1IMII SET Sail Boring Location
CivilApproximate PT
N }pyE © Soil Boning Location
33 A Approximate CPT
3333 Sounding Location
MATCN LINE DRAWING 3A
x—on Drawings
4A4 Baseline
J grylp.g I on Drawings 4A-0O
P87 \� O\ BS e / /
SCALE
:
— _
� BMP•11^gMP-10 _ I I ,s 01 49 eo, Iso,
Approximate Graphic Scale
PP-12'
NOTES
TOILET FACILITY
/ V / P• _ 1•« I 1 `� Field paid, lorauons .em not
I semeymm anaeylpeeeepeuenrmn
P-5B _ tee =.ns ,mewed. 1ne ecnq
delionslw svn onmisplan..11ee
eermepona.-mate.
50 PARKING SPACES Site plan provided -oy Alan
—7 I Bemeeh. Jr. En Sprye
� /, 50' WET
BUFFER
WETLANDSYti
�•�//j/// / I I / I ! el I
\
INTERMITTENT STREW,
Q'/ 0 50' INTERMITTENT REAM
BUFFER i i i I` 1\ \ t 1 '•«Pd
a C. CONCR
WAETE/PEDESTRIAN II III
tl��� / l II III/
I - GEiZ --•
GooEnvtr°nmeNal Reepurces.Im.
n'av-i—eaav—u
TESTING LOCATION PLAN
P-1349 Speria1 Operations
Training Complex. Stone Bay
MCB Camp Lejeune, NC
110E1]1 3B

------ ----- -
tq Approximate Structural
SPT Soil Baring Location
Approximate Cihl SPT
Sal Boning Location
N Approximate CPT
Sounding Location
— —Subsurface Profile Baseline
on Drawings 4A41)
SCALE:
e 49 By 1w
= BY
Approximate Graphic Scale
NOTES.
l l ere
Ij I 1 \� / p Fiala tes11n9 ytheses w nal
she 2.1aypmaveeeewreueeinan
11 II �Iorar morn i .maobe
WANK RETE PEDESTRIAN i I I I Ii \\ �I !' t i / I \� \ tit
considereplapproxlmzte, ns panshall
r j I r W ODEN PEDESTRIAN50' WETLA \Site plan pm.na.a by C. ninon
BamroM,ar..Englnepr5prya,or.Lta.
!RIDGE
CRFY€\e�E�TRTAN� . � WETLANDS �\{
_TSB-t0 i) ` \` \ / INTERMITTENT STREAM
en— 50' INTERMITTENT �'TRFAM
BUFFER
Y
_ CONCRETE PEDESTRIAN
Wi
WOODEN PEDESTRIAN
BRIDGE
GER
GepEmvpnmental Resources. Inc
TESTING LOCATION PLAN
P-1349 spedal Operations
Training Complex, Slane Bay
MCB Camp Le'euna, NC
10E771 1 3C

LEGEND.
V Approximate Structural
SPT Soil Boring Location
Approximate Civil SPT
Soil Boring Location
Approximate CPT
Sounding Location
- -Subsurface Profile Baseli
on Drawings 4A4D
SCALE:
I- Do
Approximate Graphic Scale
NDTES:
Held testing lorations were not
.IWW and may.e several Nnen
me reasons 1nWated. TTa ter,
mrations s .,, on nu pen sees m
wruNereo appo.lmate.
Sit. plan Provide. ey C. Allan
BamNM, Jr., EegineerS rveyor. Lb.
G.EnWonnental Be.,.,
ww-
TESTING LOCATION PLAN
P-1 Mg Speaal Operations
Training Complex, Stone Bay
MCB Camp_ peune, NC
110-6171 3D

0
-
SPT resistances provide a generic
indication of soil shear strength and
compressibility parameters.
5
Test Data
10
15
20
25
MEMO
30
C.
p
35
40
0
No
45
50
Entlmnm nm
4,uNRgvtl..
55
XuvEoua 4a1[rbl[
Ged.[Ilnlul
1 I+I Xygl[I.
60
0
5 10 15 20
25
30 35
40 45 50
E X X
Standard Penetration Resistance (bpq
GeoEnvironmental Resources, Inc.
nuS mwnB ulm swu101
Ngmle BUN. VAZ 52
SPT RESISTANCES
P-1349 Special Operations
Training Complex, Stone Bay
MCB Cam Le'eune, NC
>.IECTNUMBER
o .NU.
110-6171
5

0
5
10
is
20
35
_ 90
L
Yi 3$
0
Q
45
50
55
60
65
)0
a 100 200 300 C 500 25 3a 35 <0 45 50 0
yr a, Rev . hd) F• n An& lead
oCPTd
3 30 0 1 10 30 300 5000
Umr.i so-eMnU.O OCR aumtrahwdm ulu%Iua1
Soil parameters are estimated based
on established correlations to CPT
measurements. Refer to Appendix D
of the geolechnical report for
correlation references.
GeoEnvironmental Resources, Inc.
2712$ thWn Ba Ia M, sole l01
N,. ft.. VA 23152
CPT SOIL PARAMETERS
Train
110-6171
Stone Bay
une, NC
6

TEST BORING RECORDS
The enclosed test boring records represent our interpretation of the subsurface conditions
encountered at the specific boring locations at the time explorations were made based on visual
examination of the field samples obtained and selected laboratory classification testing if
performed. The lines designating the interface between various strata on the boring records
represent the approximate interface location. In addition, the transition between strata may be
more gradual than indicated. Water levels shown represent the conditions only at the time of
the field exploration. It is possible that soil and groundwater conditions between the individual
boring locations will be different from those indicated. Boring surface and strata elevations, if
shown, shall be considered approximate and are referenced to project datum shown on the
plans or described in the geotechnical report unless noted otherwise.
GER

BORING LOG LEGEND
KEY TO DRILLING SYMBOLS
LIJ
Split Spoon Sample (ASTM D 1586)
n Water Table at Time of Drilling
H.S.A.
Hollow Stem Auger Drilling
V Water Table after 24 hrs.
M.R.
Mud Rotary Wash Drilling
Undisturbed Sample (ASTM D 1587)
111 Boring Cave In
PP
Pocket Penetrometer (tsf)
� Loss of Drilling Fluid
REC
Core Recovery (%)
L
Rock Coring (ASTM D 2113)
Auger Refusal
ROD
Rock Quality Designator (%)
fI[II
Roller Cone Advanced
Roller Cone Refusal
SCR
Solid Core Recovery (%)
Seepage into Borehole
Approximate Strata Change Depth --------
Approximate Strata Change Depth
Different Soil Types
Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD
PENETRATION TEST RESISTANCE (ASTM D 1586)§
SPT RESISTANCE (N) IN BLOWS PER FOOT
SPT
RELATIVE DENSITY' SPT
CONSISTENCY'
N
SAND & GRAVEL N
SILT & CLAY
0-4
Very Loose 0-2
Very Soft
5-10
Loose 3-4
Soft
11-30
Firm 5-8
Firm
31 - 50
Dense 9 - 15
Stiff
51 +
Very Dense 16 - 30
Very Stiff
31 - 50
Hard
51 +
Very Hard
ROCK QUALITY`
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
ROD (%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2"
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
1' to T
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
3' to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10.
Very Wide
Very Thick
HARDNESS
Very Hard - Breaking specimens requires several hard hammer blows
Hard - Hard hammer blow required to detach specimens
Moderately Hard - Light hammer blow required to detach specimens
Medium - May be scratched 1116" deep by a knife or nail, breaks into several
pieces by light hammer blow
$4B - Can be gouged readily by knife or nail, comers and edges broken by
finger pressure
Very Soft - May be carved with a knife and readily broken by finger pressure
WEATHERING
Fresh - Fresh rock, bright crystals, no staining
Sight - Minimum stainaing and discoloration, open joints contain clay
Moderate - Significant portions of rock shows staining and discoloration, strong
rack fragments
Severe -AII rock shows staining, rock fabric evident but reduced strength
Very Severe -AII rock shows staining, rock mass effectively reduced to soil
with strong rock fragments remaining
Comp(ete- Rock reduced to soil with rock fabric not discernable
§Resistance of a standard 2-inch O.D., 1.375-inch LD. split spoon sampler driven by a 140 pound hammer Gee -falling 30 inches.
'after Terraghi and Peck, 1968
GER

SOIL CLASSIFICATION CHART (ASTM D 2487)
SYMBOLS
TYPICAL
MAJOR DIVISIONS
R GAPH
LETTER
DESCRIPTIONS
CLEAN
o
GW
WELL -GRADED GRAVELS.
GRAVEL - SAND MIXTURES,
GRAVEL
GRAVELS
o�
Og Og OgO
LITTLE OR NO FINES
AND
GRAVELLY
(LITTLE OR NO
FINES)
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
SOILS
eQ
LITTLE OR NO FINES
THAN 50 /
v
otP
COARSE
OFFRE
COARSE
GRAVELS
2G
GM
SILTY GRAVELS, GRAVEL -
GRAINED
FRACTION
WITH FINES
SAND - SILT MIXTURES
SOILS
RETAINED ON
NO. 4 SIEVE
(APPRECIABLE
AMOUNTOFFINES)
e�
C^^)
GC
CLAYEY GRAVELS,GRAVEL-
oC) O
�Y
SAND - CLAY MIXTURES
SW
WELL GRADED SANDS,
CLEAN SANDS
GRAVELLY SANDS. LITTLE OR
SAND
NO FINES
MORE THAN 50%
MATERIALLARGER
AND
(LITTLE OR NO
IS
SANDY
FINES)
SP
POORLY -GRADED SANDS,
T
THAN NO. 200
SOILS
GRAVELLY SAND, LITTLE OR
SIEVE SIZE
NO FINES
MORE THAN 50%
SANDS WITH
SM
SILTY SANDS, SAND -SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
(APPRECIABLE
NO.4 SIEVE
AMOUNT OF FI NES)
SIC
CLAYEY SANDS, SAND -CLAY
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
M L
SILT -VERY FINE SAND MIXTURES,
ROCK FLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
/
CL
MEDIUM PLASTICITY,
FINE
LESS THAN
/
GRAVELLY, SANDY, SILTY, &
GRAINED
50
LEAN CLAYS
SOILS
OL
ORGANIC SILTS AND ORGANIC
SILTS
CLAYS OF LOW PLASTICITY
AND
INGANIC SILTS AND MICACEOUS,
CLAYS
MORE THAN 50 %
M H
DIR TOMACEOUS AND ELASTIC
MATERIAL
SILTY SOILS
IS
S SMALLER
THAN NO. 200
HIGH PLASTICITY
SIEVE SIZE
LIQUID LIMIT
ICH
INORGANIC CLAYS OF HIGH
GREATER THAN
PLASTICITY, FAT CLAYS
CLAYS
50
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC
SILTS
HIGHLY ORGANIC SOILS
PEAT, HUMUS, MUCK, SWAMP SOILS
_ _
PT
WITH VERY HIGH ORGANIC
/.
1
CONTENTS
OTHER
DISTURBED SOILS WITH POSSIBLE DEBRIS
SOILS
UNCONTROLLED FILLS
+�y!�!�
AND
AND RUBBLE, OLD CONSTRUCTION
WASTES, NON -ENGINEERED BACKFILLS
DECOMPOSED OR PARTIALLY
/ a / 0,
TRANSITIONAL MATERIAL BETWEEN SOIL AND
WEATHERED ROCK
/ - �
ROCK WHICH MAY RETAIN THE RELICT
t 6) t G
STRUCTURE OF THE PARENT ROCK
Atterberg Limits
PARTICLE SIZE IDENTIFICATION
LOW Plasticity Soils High Plasticity Soils
BOULDERS: Greater than 300 man (12 in.J
COBBLES75 mm to 300 mm (3.12 in.)
60
50
40
w
a
30
a 20
10
0
a?°m
fed
P
H
INet
'ev ISMI
P
u
cable
a.
Pli<e<iry
Cl
�e
Niye
PL<n<iry
III MN
Eli
_
iry
u1M4
GRAVEL:
Coarse-
19.0 mm to 75 mm(0.75.3 in.)
Fine
4.75 mm 10 19.0 mm(i14.0.75 in.)
SANDS:
Coarse-
2.00 mm to 4.75 mm
Medium-
0425 mm 10 2.00 mm
Fine-
0.075 mm 10 0425 mm
SILTS 8 CLAYS:
Less than 0,075 mm
PLASTICITY
INDEX (Pit 8 SHRINK
-SWELL POTENTIAL
0-4
None
4.15
Slight or Low
15-30
Medium to High
31, High to Very High
ADDITIONAL Ri5iUATIVE DESCRIPTIVE VALUES
0 10 20 30. 40 50 60 70 80 90 100 Trace < 10% Some <35%but 120%
Liquid Limit I le <20%but 110% And , 35%
GER

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Boring No: BMP-1
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/25/2013
Depth (ft.): 10.0
Elevation (ft.): 30.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
0, to0.
In
by
Topsoil/Forest Debris
—30
Slightly Silty SAND (SP-SM)
9
�;.
Very loose, light gray to light tan, fine, trace
�,,•I�
roots
Clean SAND (SP)
light light fine
_
I
1
Very loose, gray to tan,
S
rr,
T.f
Slightly Silty SAND (SP-SM)
-�
l
Loose, tan, fine
5
l
Estimated SHWT EL 25.5 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
—25
Stiff., mottled tan -orange -light gray
2
W
7
/
to—
3
Boring terminated at 10 feet.
—20
6
4
5
-
IS
—15
S
5
L
n_
4
i
I6

SOIL BORING RECORD
Inc. Environmental, Groundwater, Hazardous Materials,
GeoEnvironnlental Resources Inc.6
Boring No: BMP-2
Geotechnical 8 Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Datc: 6/25/2013
Depth (1): 10.0
Elevation (11): 29.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo ,
Material Description
Ground
Water
Comments
ft. m
ft. m
�
Topsoit/Forest Debris
-T
Silty SAND (SM)
Very loose, broom to tan, fine
Slightly Silty SAND (SP-SJI)
Jf
Loose, tan, fine
8
_
silty SAND (SM)
—25
{ I
Finn to loose, orange and tan, fine
5i'''I
-
7
2:.
f'1
Estimated SHWT n EL 22.5 based on soil color and texture
/
Sandy, Low Plasticity CLAY (CL)
Firm to stiff, mottled tan -orange -light gray
/
—20
6
10
3
Static ground water [able not encountered
Boring terminated at 10 feet.
5
4
—15
iz
IS
u-
'a
4
5
r
m
a
z
w
m
0
a
0 —10
3
6
)I

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Mat
GeDEnYlrDnmentaj Resources, Inc.
Boring No:
ltants Geolechnical &Industrial Engineering Consul
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, 1ICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/25/2013
Depth (ft): 10.0
Elevation (a): 26.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" IISA
Elevation
Depth
Lith-
olo
Material Description
p
Ground
Water
Comments
ft. no
ft. to�
Topsoil/Muck
I
1
Silly SAND (SJI)
—25
-I'i.','
i '
.i l
Very loose, brown, fine
Sandy, Low Plasticity CLAY (CL)
-
Finn, tan to mottled orange and gray
Estimated SHWT u EL 23.4
7
I
j
5
Y ' '
Clayey SAND (SC)
Loose, mottled tanorange-light Lyay, fine
—20%��"
it
6
•i
2
. ,.
Low Plasticity CLAY (CL)
jSandy,
Sofi, mottled tan -orange -light gray
5
3
/
U
Boring terminated at 10 feel.
—15
4
4
-
IS
i
—to
3
i
S
i_
i
2
u
6
0

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials, BMp�4
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants Boring No:
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of 1
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Date: 6/25/2013
Depth (ft.): 10.0 Elevation (1): 23.5 Client: C. Allan Bamforth, Jr. Equipment: 2-1/4" HSA
Elevation Depth Lith- Ground
(t. anfl. Inology Material Description Water Comments
ho Crushed stone mixed with topsoil (old
7 n logging road)
15
9
�`, ... Silty SAND (Sb1)
Loose to very loose, orange with
grayish -brown, fine, trace clay
I'.
Soil, orange and brown
Loose, mottled orange and gray, fine
Soil, mottled tan -orange -light gray
Estimated SH W f n EL 17.5
If

SOIL BORING RECORD
GeoEDVlronmentalResources Inc. Environmental.Grostrial
Boring No: BMP-Jr
Engineering Consudous ltants
� Geotechniral &Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Datc: 6/25/2013
Depth (ft.): 10.0
Elevation (ft.): 27.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Li[h-
Material Description
Ground
Water
Comments
ft. to
ft. no
=-
Tops'oiVFmrest Debris
silty SAND (SND
f
8
l{
.'.
Very loose to loose, dark brown to tan, fine,
trace roots
25
1
Sandy, Low Plasticity CLAY (CL)
Finn, tan to mottled orange and light gray
_
Estimated SH WT @ EL 23.0 based on soil color and texture
5
/
Clayey SAND (SC)
/
Loose, mottled tan -orange -light gay, fine
20
6
Silty, Low Plasticity CLAY (CL)
Stiff, mottled tan -mange -light gray, trace
sand
_
10
3
Boring terminated at 10 feet.
5
IS
4
4
15
5
>
5
—10
`e
3
i
u
e-
J
e
6
n

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-6
b
, Geotechnical 8lndustrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, DICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (fl.): 10.0
Elevation (ft.): 36.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft. in
ft. m
�
11
—_
Topsoifforest Debris
-
Perched water table
Clean SAND (SP)
Very loose, black to gray, fine
Estimated SHWT ul EL 75.6
-35
Silty SAND (SM)
Loose, dark brown, fine, trace roots
a
��
1'L
2
Slightly Silty SAND (SP-SM)
Loose, brown, fine
i
-,1
. .I
Silty SAND (SVI)
-30
2.
{
Very loose, gray, fine to medium, trace clay
9
g
10
3
.':_j_
Baring [crtninated at 10 feet.
-25
4
7
IS
—2Q
5
6
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources � Inc. Geotechnical 8lndustrial Engineering Consultants
Boring No: BMP-7
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Numbec 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Datc: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 34.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation I
Depth
Lith-
olo
Material Description
P
Ground
Water
Comments
ft. in
ft. in�
Topsoil/Forest Debris
'
Clean SAND (SP)
-
Loose, black to gray, fine, trace roots
10
1'
7
Perched water table
Estimated SHWT n EL 32.0
Silty SAND ISM)
1•�'
•,..' {•
Loose, dark bruwn to grayish -brown, tine,
trace clay, trace roots
—30
.'.. I.
9
I.l
5
�•
• ' I�silty
s-"ND (SM7)
Loose, gray, fine to medium, trace clay
I,
2
Silty, Plasticity CLAY sand
Insult,
Finn ton soft, light gray, trace sand
8
/
—25
10
3
During Icnninmed at 10 feet.
7
4
—20
6
=-
IS
i
i
5
0
5
2
i —15
e
u
6

SOIL BORING RECORD
GCOEDVIYOHIHCHtBj RCSDUCCe$ Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-8
Geotechnical & Industrial Engineering Consultants
S
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (11.): 10.0
Elevation (fi.): 30.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft. In
It. in67
FILL
—30
Dark gay silty sand mixed with crushed
axtij�`
stone and topsoil
9
Slightly Silty SAND (SP-SJI)
Firm to loose, tan, fine
Clean SAND (SP)
'
Loose, tan, tine
i
5
Clayey SAND (SC)
—25
Loose, tan and orange, fine
Estimated SH WT n EL 24.5 based on soil color and texture
Sandy, Low Plasticity CLAY (CL)
-
2
Finn, mottled tan -orange -light gray
7
r
to-3
Boring terminated at 10 feet.
20
6
4
5
S
—15
5
4
6

SOIL BORING RECORD
GeoEnvlronmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geolechnical & Industrial Engineering Consultants
Boring No: BNIP-9
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Numher: 110-6171
Location: Stone Bay, bICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 28.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
fi. in
fi. rn
4ix,Y.J
FILL
-
Dark gray silty sand mixed with asphalt and
-;;✓Tr;.c,'
topsoil
J
'
Silly SAND (SNI)
Loose to very loose, grayish -brown to tan,
fine, trace clay
I'.
I
Sandy, Low Plasticity CLAY (CL)
25
j
Soft to stiff, tan and orange
/
5
Estimated SHWT EL 23.5 based on soil color and texture
Silly SAND (Sill)
7
_,,:•
j.�
Firm to loose, mottled lan-orange-light gray,
.
fine, trace clay
S7
20
6
1a
3—i'.
!
to—
Boring terminated at 10 feet.
5
4
—15
15
4
S
5
`v
i
o —10
u
3
v
e
-
u

SOIL BORING RECORD
GeoEnvironmental Resources, Inc.
Boring No: BMP-10
Geote"mental'Groundwater,neeringCsMuenals,
t Geotechnical &Industrial Engineering Consultants
�
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/27/2013
Depth (ft.): 10.0
Elevation (ft) 30.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith- Material Description
p
Ground
Water
Comments
ft. m
0. in
_ 4" Asphalt, 2" Crushed Stone (approx.)
9
Slightly Silty SAND (SP-SM)
Finn to loose, tan to white, fine
;.
Silty SAND (SM)
—25
5�
:. }, Loose, tan and orange, tine, trace clay
"r
Clayey SAND (SC)
2
•1.�'
Loose, tan and orange, fine
Estimated SHWT @ EL 22.0 based on soil color and texture
Silty, Low Plasticity CLAY (CL)
Finn, mottled tan -orange -light gray, trace
sand
—20
to—
3
Static ground water table not encountered
Boring terminated at 10 feet.
6
4
—15
is-
4
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-1 1
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/27/2013
Depth (11): 10.0
Elevation Ill.): 30.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith- Material Descri tion
olobry p
Ground
Water
Comments
tt. inIl.
m
4" Asphalt, 3" Crushed Stone (approx.)
—30
v o
Slightly Silty SAND (SP-Sbp
9
•
Finn, tan to white, line
II
8
y'11a
• Silty SAND (SYI)
J Loose, tan and orange, tine, trace clay
5
�I
-
Lr.
Estimated SH WT a EL 24.5 based on soil color and texture
'Y:;:;
Clayey SAND(SC)
-
2
Loose, mottled tan -orange -light gray, tine
Silty, Low CLAY
-
j
ed tan -orange -light
Finn, mottled tan -orange -light gray, trace
t gray,
/
sand
�
to-3
L
Boring terminated at 10 feet.
—20
6
4
5
S
—15
i
S
4
t
0
J
c
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.
Boring No: BMP—IZ
Geotechnical & Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, bICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/28/2013
Depth (11): 10.0
Elevation (R.): 42.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
(t. inm
0.
�'
Topsoil like material
ar'x+k-^
FILL
-
X tix,
Sampled as silty sand, brown and black to
ya�x >n
gray, trace wood and organic material
—40
kX? i
12
Ya i
x
YrY xr,
Yix.�^x
fir
-
-Y'`'X�si'
Y^ Kt\
5
+Y
Y
Estimated SH WT @ EL 37.0
•
SAND (SP-SNI)�e11
Slightly Silty
h'
.',�
�.
Loose io very loose, tan to white, fine
2
—45
Low Plasticity CLAY (CL)
jSilty,
Soft, gray
..I
Slightly Silty SAND (SP-SNI)
-
r
Fimi, light gray, fine to medium, trace clay
10
to —
Boring Boring terminated at 10 feet.
—30
9
4
IS
8
5
—25
7
6

SOIL BORING RECORD
Mat a,
GeoEnvironmental Resources Inc. Geotecmental'Groundwater, Engineering Consul
� Geotechnical &Industrial Engineering Consultants
Boring No: BMP-13
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/28/2013
Depth (ft.): 10.0
Elevation (ft.): 34.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
F
Ground
Water
Comments
in
Il. no
Topsoil/Forest Debris
Silty SAND(SJI)
2.
T.1
Very loose to loose, brown to orange, fine,
10
��1
trace roots, trace clay
Y
Perched water table
Estimated SHWT a EL 32.5
i
Slightly Silty SAND (SP-SM)
11�
Yr t`
�1
—30
1'
.
Loose, Ian and white, fine, trace clay
IfI
9
5
_
f
Silty, Low Plasticity CLAY (CL)
j
Soft, gray
'.1
Slightly Silty SAND(SP-SN1)
2
. , ;
Firm to loose, gray, fine to medium, trace
1
clay
i
f
1.
�1
_25
1'
}
10
3
i
Boring terminated at 10 feel.
7
4
—20
6
15
i
5
i-
i
—15
6
0

�i
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: BMP-14
g
� Geotechnical 8 Industrial Engineering Consultants
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 6/27/2013
Depth (ft.): 5.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
Material Description
p
Ground
Water
Comments
ft, in
ft. inelegy
Topsoil/Forest Debris
,r -'
Silty SAND (SM)
Dark gray, fine, hate roots
-
IT
Perched water table
Estimated SHWT © EL 28.0
Low Plasticity CLAY (CL)
/Silty,
Mottled gray with orange and brown, trace
8
sand
W
'
Slightly Silty SAND (SP-Sh1)
-
_..',f'
..
Brown and light gray, fine
25
5
Boring terminated at 5 feet.
2
7
—20
t0
3
6
4
5
—15
IS
5
4
6

TEST BORING RECORD
EnOronmental, Groundwater, Hazardous Materials,
GeoEnviron mental Resources, InC. Geotechnlcal& Industrial Engineering Consultants
Ber10 u: PB-1 (page I of I
g ( g )
Project: P-1349 Special Ops Training Complex
GL-R Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 22.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
P
'C
Uncorrected
Penetration Resistance (blows/lbot)
0 m
Ct in
o10gy
U 25 50
_
6.5" Asphalt(approx.)
—'-I
----
—
—
Probable fill in
upper -5 feet
"
I I Silty SAND ISM)
10
. Loose, brown and gray, fine
d
5
I
—
_
—
— —
'
Slightly Silty SAND (SP-SM)
—20
Finn, tan and light gray, fine
—
6
.1.L
,._
14
—
Silty SAND ISM)
—
I•
Finn to loose, brown with gray and orange,
fine, trace clay
a
--��—
-
--
— --
-—
—t---
s
I
�
66
5/JJ%
Silly, Loa Plasticity CLAY (CL)
Firm, light gray to orange, trace sand
_ I
_
5
—15
4
�i'
-
--
--
1-j---�
i
to —
3
III
Boring terminated at 10 feet.
0
3
i
i
Ll
`
—
2
`-5
5
I
l
I
I
II
I
_
I
i
I
I
6
II
I
IITI
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical&IndustrialEngineeringConsultants
Borin f B-2 I of I
#:
g (page c b )
Project: P-1349 Special Ups Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 30.5
Clicne C. Allan Bamforth, Jr.
Hamner Type: Automatic
Elevation
0 in
Depth
fi Inelegy
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot)25 50
-30
-25
-20
_
9
7
6
5
-
10
-
2
3-
-
4
5 -
6
-
Topsoil/Forest Debris
'
'
.','
1• ' i
/
Slightly Silty SAND (SP-SM)
Very loose to loose, brown to tan, fine, trace
roots
2^--
•
_�
-
5
Silty SAND ISM) ay,
J' Loose, mottled tan -orange -Fight gr, fine
�-
--
----
_
T
-
_ _
Sandy, Low Plasticity CLAY (CL)
Finn, mottled tan -orange -light gray, trace
routs
-
_}.. _
_ �!
I
_ •
_
-_
--
!
_
---
_
_
_Ili
_!_
_-
-
,_
_
_ -
-
_
Boring terminated at 10 feel.
--
-
L -
- -
- -
-
--
-
- --
i
II
_
_
i
_
_ _
ta
I_�___.
r
__
_IS
i�
�
_
____
_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Endronmental, Groundwater, Hazardous Materials,
GeDEnvlrDnmental Resources, Inc. Geotechnical&Indusld
Boring 6 #: 1 D-J (Page 1 Of I )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 31.0
Client: C. Allan Bamforth, Jr.
Hamner Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
I'
Uncorrected
Penetration Resistance (blowshbot)
ft m
ft m
Dingy'
T_
0 25 50
—
Topsoil like material
s
Sandy, Low Plasticity CLAY (CL)
1
-
-30
Stiff, orange brown
-
-
-
Slightly Silty SAND (SP-S'NI)
Loose, tan, fine
-
-
--
-
J
_
I—
___-__I
.
Silty, Low Plasticity CLAY (CL)
Soil to firm, mottled tan -orange -light gray,
g
5
trace sand, trace roots
I
-�
-
7
r
_
41
__
i
'
III
i
I
o
I0
3
_
-
Boring terminated at 10 feet.
_
-2o
—
6
4
I
_
1
15
IIIII
III
I
III
� -15
5-
d _
u
4
_,
II
_I_
�
II
6
_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnica181Mustrial Engineering Consultants
BOrin #: i U-4 1 Of 1
S (Page C $ )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-I/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 30.0
ClicnC C. Allan Bamforth, Jr.
Hanvncr Type: Automatic
Elevation
0 on
Depth
ft m
Lith-
ology
Material Description
Ground
Water
Comments
6
P
T
Uncorrected
Penetration Resistance blows/fool
0 25 ( ) SU
-
9
''s xy2`
,7SLhfr
r
FILL
Silty and clean sand, dark brown and gray,
mixed with crushed stone and topsoil
LL
-
io
I
BI
Clayey SAND (SC)
Loosc, dark an, fine
25
5
Silty, Low plasticity CLAY (CL)
Firm to soft, mottled tan -orange -light gray,
some to trace sand
-I
2
3
—20
-
6
10
3'
r
1
Boring terminated at 10 feet.
_
—
__.
-
4
--I--
— —
—
—
—
—
—
-15
5
IS
IIII
--
_I_I_
I
-
_
4
-
--�-r
-
-
--
--
--
6
II
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Endronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Ine. Geotechnical8 Industrial Engineering Consultants
BOrin#: PB'�S (Page I Of I
g (Pb )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 28.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
Material 'Description
Ground
Water
Comments
S
Uncorrected
Penetration Resistance (blows/foot)
fi in0
in
ology
T
0 21550
Topsoil/Forest Debrisi_
— —
—
---
i
Silty SAND ISM)
Loose, brown, fine, some roots
'
7
—
—I—I�
----
Slightly Silty SAND(SP-SM)
81.'.��
Loose, tan, fine
—25
_IBA
�_T1
Clavey SAND (SC)tki
j{+
Loose, tan and orange, fine
}-
T6�
--
—
+
2
Sandy, Low Plasticity CLAY (CL)
Finm mottled tan -orange -light gray
q
—_206-
-
T
�
B
I-
I
to—
3
Static ground
water table not
Boringterminated al 10 feel.
i—
�
encountered
Ti
_
—
5
i —IS
4
i
~I
_1
-
-i
-
---
i--
-f-
4
5
ICI
f
— —
——
i
til3
I I
I
u
6
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
EnNronmental, Groundwater, Hazardous Matenals,
GeoEnvi ron mental Resources, Inc. Geotechnical B Industrial Engineering Consultants
Boring P
! B-6 (Page
g #: ( b I of I )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" NSA
Depth (ft.): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
R to
Depth
R anology
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance (blows/foot) 50
-
—25
—20
—15
9
8
7
6
4
5
10
15
_
2
3
-
5
4" Asphalt, 3" Crashed Stone (approx.)
Perched water
table
Static ground
water table not
encountered
-
�_
_�_
_
J,vo
Silty SAND (ta)--
�1J•I.'..�. Finn, brawn tootan, fine
Slightly Silty SAND (SP-SM)
Loose, tan, fine
T
_�I
i
_.
_
-
-
� --
�-
Sill' SAND ISM)
Loose, tan and orange, fine, trace clay
(
-
-
5
1
Sandy, Low Plasticity CLAY L)
(C
Finn, mottled tan -orange -light gray
_I4_
_
-
_ _
_I
-i.--
_
___
--
IT
Boring lemmnted at 10 feel.
---------
-
lilt
!
�II
I
_I
--�--�--------
_!
-
1_
-
�
-f -----
--
-
--
-
-
- 1-
GeoEnvironmental Resources, Inc. 2712 Southem Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.gemnline.com

TEST BORING RECORD
Endronmenlal, Groundwater, Hazardous Materials,
GeoEnviron mental Resources, InC. Geotechnical& Industrial Engineering Consultants
Boring �: f B- / Pa C I Of I
6 ( 6 )
Project: P-1349 Special Lips Training Complex
GER Project Number: 110-6171
Date Drilled: 6/26/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" IISA
Depth (ft.): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Han nicr Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
I'
Uncorrected
Penetration Resistance (blows/foot)
ft infi
noology
T
0 25 50
FILL
q
.�{k,, `X
Dark brown silly sand mixed with asphalt
- --
9,
-
-
-
-
and topsoil
'.:
Slightiv Silty SAND (SP-SM)
•
Loose, brown to tan, fine
_
`
1
Silty SAND ISM)-
s
���.
','
i �
Loose, orange and tan, fine
-
I
Clayey SAND (SC)
Very loose to loose, orange and tan, fine
- -A
-25
5-
IT
—
_
2-j
5Sz
----
--
-
---
,1
Sandy, Low Plasticity CLAY (CL)
,
Firm, mottled tan -orange -light gray
3
--
5
- -
-
-20
I
6
10
3
e
Boringterminated at 10 feet.
_
1
4—
---
-
5
#R—
I-
TII
—15
1s
5-
I
-4
-I
-{-
- --;-
--
o
Ijr
u61
T
�I
�
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronfne.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical& Industrial EngineeringConsultants
PD
Borin 6#: -O (Page I of I )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" 11SA
Depth (ft.): 10.0
Elevation (ft.): 30.5
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft in
Depth
ft an
Lith-
elegy Material Description
gy
Ground
Water
Comments
S
P
T
Uncouccted
Penetration Resistance (blows/foot)
0 25 50
_
5" Aspha 1, 2" Cmshed Stone (approx.)
-30
9
-
}
- -
}-
T-
Slightly Silty SAND (SP-SM)
I Firm to loose, brown to tan and orange, fine
-
1
-
- -
--
-
--
- `-
Silty SAND ISM)
-25
5
-'',
2_./LI
'
Loose, brown and orange, fine
r
II11
-_ 7_4
_______
-�
T___
,.
Clayey SAND (SC)
Loose, mottled gray with orange, tine
Silty, Low Plasticity CLAY (CL)
-
7
Firm, mottled tan -orange -light gray, trace
and
-
-l-
-20
10
3
s
�I
--
- -
I --
-
-
Boring terminated at 10 feet.
_
I
-
�-
-
6
_
--
------
----.
-
-
- - -
4
-15
5
15
I-i-IT
I
TI--
I--
-
{{
_r
-
a
5
(
II
jI
_
_
_
IjI___
------
-
--
-I---}
_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 www.geronline.com

TEST BORING RECORD
ElAronmenlal, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geolechnical8 Industrial Engineering Consultants
BOrin f B-9 (Page I Of I
b ( o )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/28/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" HSA
Depth (ft.): 10.0
Elevation (ft.): 52.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
0 in
m
°logy
T
0 25 50
t->
Topsail like material
3
,
15
FILL
Sampled as silty sand, gay, brown and
black, fine, mixed with wool and trace
e
X x
organic material
-15
5
4 "
I
I
-
14
=��-
--
2
-45
r
Clean SAND (SP)
-
- -
�-�--
--
Loose to very loose, tan to orange, fine to
---
`
- --
medium, trace clay
3
13
to-
Boring terminated at 10 feet.
_
-40
i
12
1
-
-
i _
4
-
-
i
-35
=
15
5
TI!
I
�-
-
----
---
- ---
I
10
GeoEnvironmentat Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.Geotechnical&Industrial Engineering Consultant
> Pl7- I (Page
Borin b#: ( b I Of I )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/28/2013
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" IISA
Depth (ft.): 10.0
Elevation (ft.): 49.5
Client C. Allan Bamforth, Jr.
Hammcr Type: Automatic
Elevation
ti on
Depth
m
Lith-
elogy
Material Description
Ground
grater
Comments
S
T
Uncorrected
0 penetration Resistance (blows/loot) 25 50
IS
°
8" Crushed Stone (approx.)
��-
g_
_
x j7
r>xxi •'<;
FILL
Sampled as sandy clay to clayey sand, dark
gray and brown, some silt, trace to little
wood and organic material
-45
1
-
13
5
zx
/'X
X�4,*f
x!
r
r,. >
<1
aF5
r
,
-
-�
-��__
-
-
--
-
3
--
-
- -
-��
-
_
-
--
,can SAND (SP)
-40
Loose, tan, fine to medium
-
�_.-
_
_
--I
_
12
to-
3
s
Boring terminated at 10 feet.
--
--I
-
-�-
_
-
_
- _ -
-35�_.___.
-
-
-
-
-
1
--
10
i---
-I-
-
-
--
-30
6�
-
----
-
--
_I
- -
-
_
=-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
r ronmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical& Industrial Engineering Consultants
Boring C U-� (page 1 Of Ie )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/28/2013
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 2-1/4" IISA
Depth (8.): 10.0
Elevation (ft.): 53.5
Client: C. Allan Bamforth, Jr.
Hamner Type: Automatic
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
0 m
0 inology
T
0 25 50
y' .:�✓
FILL
Silty sand, brown and black, mixed with
- -
----I--
-
16
,x
r�{jX
asphalt and crushed stone
17
xx
y�
6
y
rL
FJ
Slightly Silty SAND (SP-SM)
_
Ir
Finn to loose, tan, fine
I
_
-50
-15
Silty, Low Plasticity CLAY (CL)
v�
-
2
Firm, light gray, trace sand-
5
4
-45
-1'.'.'
�
(
II``'
Slightly Silty SAND (SP-SJl)
Loose, orange, fine to medium, trace clay
-
-
I
T
i-
i
13
to
_
Boring terminated at 10 feet.
_I
- ---
----
-it
-I
---
�
t
I
i
t
4
-40
12
-
J
1
IS
_
t
5-
-
-
- -
-
- -
- -
-
- -
-
it
-35____
u
h
T
T- -
III
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.00m

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, Boring No: PP —I
f Geotechnical 8 Industrial Engineering Consultants �'
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of 1
Location: Stone Bay, N1CB Camp Lejeune, NC Driller: Fishburne Drilling Date: 6/26/2013
Depth (fi.): 10.0 Elevation (R.): 32.0 Client: C. Allan Bamforth, Jr. Equipment: 2-1/4" USA
Elevation Depth' Lith- Ground)
It m Fi ology Material Description Water Comments
0
5
f Very louse, dark gray and brown, fine, trace
roots
J. i-1 Silty SAND ISM)
Very loose to loose, grayish -brown to tan
and brown, lino, trace roots
Loose, mottled tan -orange -light gray, fine,
trace roots
Finn, mottled gray with orange, trace roots
Estimated SHWT a EL 27.5
(
n

SOIL BORING RECORD
GeoEnvlronmentaj Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-2
� Geotechnical &Industrial Engineering Consultants
Sheet No: I of I
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 35.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
alo
Material Description
Ground
water
Comments
0, at
ft. m
6'y
_
Topsoil/Forest Debris
'
Slightly Silty SAND (SP-SN)
Very loose, dark grayish -brown, fine
I'rt'
Perched water table
Silty SAND(S3I)
Estimated SHWT EL 33.5
�'
' {
Finn, black to dark brown, tine to medium,
10
l
trace clay
.
—30
5
9
I'
Silh' SAND (SJI)
2
J
Finn, light gray, fine to medium
_
l
—25
10
3
Boring terminated at 10 feet.
7
4
—20
I5
6
i
5—
i
i
0L
5
c
u
6—

Y
SOIL BORING RECORD
Inc. Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources Inc.b
Boring No: PP-3
Geotechnical 8 Industrial Engineering Consultants
Sheet No: I ofLocation:
Project: P-1349 Special Ops Tr4ComplexGER
Project Number: 110-6171
Stone Bay, DICB CamDriller:
Fishburne Drilling
Date: 6/26/2013
Depth(ft.): 10.0
Elevation
: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olo
Material Description
Ground
Rater
Comments
0. m
ft.gy in
Topsoil/Forest Debris
Slightly Silty SAND (SP-SM)
-
}'.
Very loose, black to gray, fine, some roots
—30
_
r
�
Estimated SH WT @ EL 30.0
' -�
Silty SAND (SM)
9
Firm, dark brown to brown, fine, partly
Hardpan layer @ EL 29.5
-1
cemented at 2 feet
II
2
Silty, Low Plasticity CLAY (CL)
-
_
to firm, mottled tan -orange -light gray,
/Stiff
trace roots, trace sand
_
S
5
—25
_j
2
j
7
/
10
3
Boring terminated at 10 feet.
—20
6
4
5
15
—15
5
4
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
e Geolechnical & Industrial Engineering Consultants
Boring No: PP-4
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 34.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
elegy
Material Description
p
Ground
Water
Comments
(1. inIl.
in
Topsoil/Forest Debris
Slightly Silty SAND (SP-SJI)
10
-•:
,'.. �,
Very loose, black to light gray, fine, trace
oats
7
Perched water table
�..,
Estimated SliWTn EL 32.6
Silty SAND(SJI)
.'
r�
Loose, dark brown to grayish -brown, fine,
trace roots, trace clay
l' f
—30
.'I
9
_
5
Sandy, Low Plasticity CLAY (CL)
2
/
/
Finn to soil, light gray, trace roots
8
/
—25
/
_
10
3
Boring tcnninatcxl at 10 feet.
—7
4
—20
6
--
15
i
i
$
L_
5
r
—15
e
U.
6
J

Y
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Borin No: PP-5
g
, Geotechnical 8 Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (fl.): 10.0
Elevation (L): 35.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
li, in
ti. an
TopsoiVVorest Debris
—35
-,
Perched water table
I.
Sughtly Silty SAND (SP-SIN)
'1'
•
• Very loose, gray and black, fine, trace roots
Estimated SH WT a EL 34.8
Silty SAND(SNI)
Very loose to loose, dark brawn to
grayish -brown, fine, trace roots, trace clay
10
5
f1
—30
9
Ll
�I
3 �{
.' it
10
Baring terminated at 10 feet.
—25
7
4
IS
—20
6
5
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
Geo EDVlronulental Resources,PP-6
Inc.
Boring No:
Geotechnical &Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, JICB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (fl.): 32.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" 11SA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft. m
h. tog'y
—_—
TopsoiUPorest Debris
Slightly Silty SAND (SP-SJI)
Very loose, black to dark grayish -brown,
4
fine, trace organic material
Silty SAND (SJI)
—30j.',?
,i
Finn to dense, dark brown to brown, fine,
partly cemented at 3 feet
I
f
Estimated SH WT @ EL 29.0 based on hardpan layer
l!
5-
-8
-
Silty, Low Plasticity CLAY (CL)
j
Stiff to soil, mottled tan and light gray, trace
-
sand
2
—25
j
7
/
10
3 _
Boring terminated at 10 feet.
—20
6
4
15
i
5
5
—15
i
-
o-
4
J
c
u
6—

SOIL BORING RECORD
GeoEDvIronmental Resources Inc.Environmental, Groundwater, Materials,
Burin No: PP-7
6
f Geotechnical &Industrial Engineering Consultants
Shect No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller. Fishburne Drilling
Date: 6/26/2013
Depth (0.): 10.0
Elevation (0.): 34.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" IISA
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
ft. m
ft. m
�
y
Topsoil/Forest Debris
-
Slightly Silty SAND(SP-SM)
.','• i_i
Very loose, dark grayish -brown, fine, trace
Perched water table
t
roots
Estimated SHWT C EL 33.5
10
-
•�•''
Silty SAND ISM)
.l ' '
Loose, black to dark brown, fine, trace clay
-
I��.'.'
t
C7
—30
9
5
Silty SAND (SM)
-
2—'
.
I.
Loose to very loose, gray, fine to medium
x
Low Plasticity CLAY (CL)
-
jSandy,
Soft, gray
—25
0
3
Boring mmtinalMl at 10 feet.
7
4
—20
6
IS
5
5
—15
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-8
Geolechnical & Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller. Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, dr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
olobry
Material Description
Ground
Water
Comments
1i. m
fl, m
TopsoiVPorest Debris
9
Slightly Silty SAND (SP-SM)
!
Very loose to loose, gray to broom and tan,
_
fine, some to trace roots
8
I '
Estimated SII WT @ EL 26.0 based on soil color and texture
'';
Clayey SAND (SC)
Loose to firm, mottled tan -orange -light gray,
—25
5—
J..;.
fine
Sandy, Low Plasticity CLAY (CL)
Firm to still', mottled orange with gray
—20
6
to-3
Boring terminated at 10 feet.
4
5
—15
15
i
1_
5
i
4
iL
6
-i

st
SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Borin No: PP-9
b
� Geotechnical &Industrial Engineering Consultants
Sheet No: I of I
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay ,1tICBCamp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 33.5
Client C. Allan Bamforth, Jr.
Equipment: 2-1/4" IISA
Elevation
Depth
Lith-
elegy
Material Description
Ground
Water
Comments
ft. noft.
in
_
— T
Topsoil/Forest Debris
Silty, Low Plasticity CLAY (CL)
10
Soft, orange -brown
'.j.
Slightly Silty SAND(SP-SNI)
-
. ,'•
Loose to rim, gray to brown, fine, some
roots
Perched water table
Estimated SHWT a EL 3 1.0
:.�
Silk' SAND (SYt)
i�
Firm, black to dark brown, fine, trace clay
_30
{
9
{
5
I. III``
.l
2
:-..
/•:,:;
Clayey SAND (SC)
-
2—
)•
Loose, mottled tan -orange -gray, fine
g
Low Plasticity CLAY (CL)
Firm,
jSandy,
mottled gray with orange
—25
10
3
/
Boring terminated at 10 feel.
7
4
—20
6
IS
5
5
—IS
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, hazardous Materials,
Boring No: PP -I O
� Geotechnical 6 Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 36.0
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
Malarial Description
P
Ground
Water
Comments
It. in
0. Inology
-- -
Topsoil/Forest Debris
L
Estimated SHWT o EL 35.5
Clean SAND (SP)
-
—35
Very loose, dark gray to light gay, fine
Perched water table
Silty SAND (SJI)
r�
'
Loose, black to dark brown, fine, little roots
I'yll'
•'.j i
_
10
I�';•.
Slightly Silly SAND (SP-SM)
-
-
...'.
Very loose to loose, dark brown to
1I
grayish -brown, line, trace clay
5
r
—30
9
2-1i'.
i'I.II
Clayey SAND (SC)
Loose, dark gay, fine
i
g
3
%'.; ,•
10
—.
Boring terminated at 10 feet.
—25
7
q
IS
? —2U
i
6
5
i_
i
c
5
6

Y
SOIL BORING RECORD
GeDEnvirDnmeutal Resources Inc.Environmental, Groundwater, us Materials,
Boris No: PP-11
g
� Geotechnical & Industrial Engineering Consultants
Engineering
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller. Fishburne Drilling
Date: 6/26/2013
Depth (ft.): 10.0
Elevation (ft.): 33.5
Client: C. Allan Bamforth, Jr.
Equipment: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
11. m
0. m
_
—_—
-Topsoil/Forest Debris
Clean SAND (SP)
10
.'
Very loose, black to gray, fine
�•�
j•
Silty SAND (SNI)
Firm, black to brown, fine, partly cemented
at 2.5 feet
V
Estimated SH W F a EL 31.5
Hardpan layer o EL31.0
-30
41
9
5
1
I .
Silty, Low Plasticity CLAY (CL)
-
2
/
Finn to soft, light gray, trace sand
8
/
-25
t0
3
Boring terminated at 10 feet.
7
4
-20
6
15
5
5
-15
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources Inc.
Boring No: PP-12
� Geotechnical &Industrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/27/2013
Depth (ft.): 10.0
Elevation (fl.): 30.5
Client: C. Allan Bamforth, Jr.
Equipment 2-I/4" HSA
Elevation
Depth
Lith-
alogy
Material Description
Ground
Water
Comments
fl. an
m
�'�'.
v o
2" Asphalt, 4" Crushed Stone (approx.)
—30
i.
Slightly Silty SAND (SP-SM)
9
I
I l
Finn, brown to white, fine
I—
I
.r�'
Silty SANU (SM)
i'f,.'..,
_i
Loose, orange brown, fine, trace clay
5
.T
' �''
Clayey SAND(SG)
—25
Loose, brown with orange, tine
jfy..
Silty SAW (SDt)
-
2
�[
1,i
j
Finn, orange and tan, fine
7
I' I
Estimated SHWT C EL 22.5 based on soil color and texture
Low Plasticity CLAY (CL)
/Sandy,
Stiff, tan and light gray
10
3—
Boring terminated at 10 feet.
—20
6
4
5
=
15
—15
5
?_
5
4
i
L
u
O
J
Y
L_
u
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: PP-13
� Geotechnical 8 Industrial Engineering Consultants
6
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Date: 6/27/2013
Depth (11): 10.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Equipmern: 2-1/4" HSA
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft.totl.
m
v o
2" Asphalt, 4" Crushed Stone (approx.)
Slightly Silty SAND (SP-SNI)
T.
Finn to loose, brown to tan, fine
i.
. ,....�
Silty SAND(SN1)
Loose to fine, broom with orange to tan and
light gray, line, trace clay
—25
5
I
-
-
Estimalcd SH WT a EL 24.0 based on soil color and texture
2
.. t�
—20
6
to-3—
Boring terminated at 10 feet.
4
5
—15
IS
5
4
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geolechnical & Industrial Engineering Consultants
Boring No: P-I
Shect No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (It.): 6.0
Elevation (IiJ: 30.0
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
P
Ground
Water
Comments
0, inm
0,
Topsoil/Forest Debris
9
-
Clean SAND (SP)
_
Dark to light gray, fine, trace roots
Silty SAND ISM)
j
Dark brown, One to medium, little roots
'
'
Slightly Silty SAND (SP-SM)w
Bron to gray and dark gray, fine, trace
roots
Estimated SHWT @ EL 26.5
s
—25
5
1.:..j-.;.
Boring terminated at 6 feet.
2
7
—20
10
3
6
4
5
^- —15
15
a
-
5
i
5-
-4
L
L_
L
9-
7
Y
1
L
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
e Geotechnical 8 Industrial Engineering Consultants
Borin No: P-2
g
Sheet No: 1 of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 4.0
Elevation (ft.): 35.5
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Il. in0.
Depth
IIIology
Lith-
Material Description
Ground
Water
Comments
—
Topsoil/Forest Debris
—35
-
T
Estimated SH WT @ EL 34.6
Clean SAND (SP)
_
Black to gray, fine, trace nwtS
Silty SAND ISM)
-; :
--
Dark broom, tint ro medium, trace clay and
organic material
10
-
—I
i.
Slightly Silty SAND (SP-SM)
I Light and dark gray, fine, trace marts
Boring terminated at 4 feet.
5
—30
9
2
S
-
10
3
—25
7
4
IS
—20
6
_
5
5
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GetlEnvironmental Resources, Inc. Geolechnioal & Industrial Engineering Consultants
in No: P-3
Boring
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 7.0
Elevation (ft.): 32.4
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
olo
Material Description
p
Ground
Water
Comments
ft. m
H. to
Topsoi/Forest Debris
Clean SAND (SP)
Gray, tine, trace roots
•i'
Silty SAND (SDM)
l
Black to brown, fine, trace clay, some roots
—30
1{
9
Estimated SHWT n EL 25.6
5
Sandy Organic SILT (M L)
-
Brown with black, traces of clay, roots and
peat
8
-r
2
Boring terminated at 7 feet.
—25
t0
3
—20
6
4
15
5
�
5
5
L
n —15
a
O
4
-
L
6

SOIL BORING RECORD
GeoEnVlrOnmentat Resources Inc. Environmental, Groundwater, Hazardous Materials, Borin No: P-4A
� Geotechnical &Industrial Engineering Consultants g
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of 1
Location: Stone Bay, MCB Camp Lejeune, NC Driller: GER Date: 2/19/2013
Depth (ft.): 10.0 Elevation (ft.): 29.6 Client: C. Allan Bamforth, Jr. Equipment: Hand Auger
Elevation Depth Lith- Material Description Ground
p ,,, e „, ology p Water Comments
:... .{,I Brown to tan and light gay, fine, trace roots
Orange to tan,
Mottled light gay with tan and orange, trace
roots
light tan and orange, fine
Low Plasticity CLAY (CL) Q
tan with orange and light gay
at
15
6- iil �4 5
Estimated SHWT @ EL 24.6 based on soil color and texture

SOIL BORING RECORD
GeoEnvlrDnmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Boring No: P-4B
� Geotechnical &Industrial Engineering Consultants
Shect No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 10.0
Elevation (ftJ: 29.5
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
alo
Material Description
P
Ground
Water
Comments
0. in
0. in
Topsoil
-
Silty SAND (SM)
Brown, fine to medium, trace roots
Slightly Silty SAND (SP-SM)
-
Tan and brown, fine, trace organic material
i
I_
—25
'
Silty SAND (SM)
Light tan, fine, trace clay
fit'.
it
5
i
Cla}'cy SAND (SC)
Light tan, fine
7
2-
-
Estimated SHWT Qa. EL 21.0 bused on soil color and texture
j
Sandy, Low Plasticity CLAY (CL)
Mottled light gay with tan and orange
—20
6
to—
3
Static ground water table not encountered
Boring terminated at I feet.
5
4
—15
S
i
4
5
L
c
u
0
e
u —IO
3
6

SOIL BORING RECORD
Hazardous Materials,
GeoEnvlronmental Resources Inc. Environmental, Groundwater,Industrial
e Geotechniral 8lndustrial Engineering Consultants
Boring No: P-5A
b
Sheet No: I of I
Project: P-1349 Special Ops Training Complex
GER Project Number: I10-6171
Location: Stone Bay, INICB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 8.0
Elevation (ft.): 26.2
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
0. m
Depth
fi. toology
Lith-
Material Description
Ground
Water
Comments
-
Topsoil/Forest Debris
Slightly Silty SAND (SP-SM)
—25
_
Black to gray, fine, trace routs
-
-
I
Clean SAND (SP)
-
Tan to light gray, fine, trace roots
7
-
�'.'.'•
:•I
Estimated SHWT @ EL 21.9
—20
6
2
Sand)', Low Plasticity CLAY (CL)
Mottled light gray and orange
-
Boring terminated at 8 feet.
5
10
3 -
—15
4
q
-
IS
—10
3
5 -
2
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources Inc.
Boring No: P-5B
� Geotechnical 8 Industrial Engineering Consultants
Sheet No: I of
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 10.0
Elevation (11): 29.2
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lnh-
olo
Material Description
Ground
Water
Comments
il. in
0. in
-_
Topsoil
Clean SAND (SP)
fine
.,'-.
i
Brown to while,
-
Silty SAND (SM)
Orange, tine
8
-
%'
/i
Clayey SAND (SC)
Tan and orange, fine, [race roots
—25
5
-
Estimated SH WT a EL 23.2 based on soil color and texture
/
Sandy, Low Plasticity CLAY (CL)
y
2
j
Mottled light gray and tan, trace roots
—20
Silty, Low Plasticity CLAY (CL)
6
/
Mottled light tan with orange and blue -gray
-
t0
3
Boring terminated at 10 feet.
5
4
—15
15—
i
4
�
5
0
L—to
3
u
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, Borin No: P—V
� Geotechnical 8lndustrial Engineering Consultants b
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Sheet No: 1 of
Location: Stone Bay, NICB Camp Lejeune, NC Driller: GER Date: 2/19/2013
Depth (ft.): 10.0 Elevation (ft.): 25.0 Client: C. Allan Bamforth, Jr. Equipment: Hand Auger
Elevation Depth Lith- Material Description Ground Comments
ft. to 0. In°logy Water
FILL
;Xry Brown silly sand mixed with topsoil, brick
and roots
/// Sandy, Low Plasticity CLAY (CL)
Tan and orange
Clayey SAND(SC)
Tan and orange, fine
Estimated SH WT O EL 22.0 bused on soil color and texture
1 Mottled tan with orange and gray, trace
roots
Mottled tan with orange and light gray, fine,
trace roots
Sandy, Loss Plasticity CLAY (CL)
Mottled orange with tan and light gray, trace
roots
tan with orange and light gray, fine
tan with orange and light gray
SAND (SC)
tan with orange and light gray, line
15 r 1101 ' Boring terminated at 10 feet. Static ground water table not encountered
I>DAff

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
goring No: P-7
e Geotechnical &Industrial Engineering Consultants
Sheet No: I of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 8.0
Elevation (ft.): 28.6
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft. in
a. m
Crushed stone mixed with topsoil
-
--'.j
Slightly Silty SAND(SP-SM)
Tan, fine
8
1'..','
Silty SAND ISM)_
i.
Orange to tan, fine, trace clay
—25
r
Estimated SH WT @ EL 24.3
'7
Clayey
YY SAND (SC)
5
Mottled tan with orange and light gray, fine
Sandy, Low Plasticity CLAY (CL)
-
7
Mottled light gray and orange
2
Boring terminated at 8 feet.
—20
6
10
3
5
4
—15
15
_
4
i
l
>
5
i
i
-to
i
3
c
6

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Borin No: P-8A
b
f Geolechnical &Industrial Engineering Consultants
Sheet No: 1 of 1
Project P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 5.0
Elevation (ft.): 39.0
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
ft. inft.
in
TopsoiVl'orest Debris
r r r
Slightly Silty SAND (SP-SM)
1
Black to gray, fine, little roots
r
Estimated SFIWT ® EL 37.0
i
Silty, Low Plasticity CLAY (CL)
Brown, trace roots, trace sand
Clean SAND (SP)
Brown to tan, fine to ntalium, trace roots
—35'''
5
Boring terminated at 5 fiet.
0
2
—30
9
-
t0
3
8
4-
-25
IS
7
5
—20
6
6

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources Inc.
Boring No: p_gB
� Geotechnical 8 Industrial Engineering Consultants
Sheet No: 1 of 1
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: GER
Date: 2/19/2013
Depth (ft.): 2.5
Elevation (ft.): 38.0
Client: C. Allan Bamforth, Jr.
Equipment: Hand Auger
Elevation
Depth
Lith-
olo
Material Description
p
Ground
Water
Cairuncn[s
0. m
ft. in�
Topsoil/Forest Debris
-
'
Silty SAND(SM)
Black and brown, fine, some roots
Estimated SHWT (u EL 36.5
f
Boring terminated at 2.5 feet.
—35
I
10
5
2
—30
9
10
3
8
—25
4
7
15
i
i
5—
0
—20
6
u
o-
J
e
u
6

TEST BORING RECORD
Endronmental, Groundwater, Hazardous Materials. Boring �: Sl7-� (Page I of
GeoEnvironmental Resources, InC. Geotechnipl8 Industrial Engineering Consultants B ( b )
Project: P-1349 Special Ops Training Complex GFR Project Number: 110-6171 Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 3" Mud Rotary
Depth (ft.): 60.0 Elevation (ft.): 28.0 1 Client: C. Allan Bamforth, Jr. Hammer Type: Automatic
Elevation Depth Lnh- Ground S Uncorrected
olo Material Description Water Comments P Penetration Resistance (blows/(not)
R in R inb'y T 0 25 50
I Topsoil like material
I Silty SAND(SM) !_• - ----i- -
_ g I Loose, brown to tan, fine -- - - - - -
_25 Slightly Silty SAND an, Fine
Louse to very loose, tan, fine
E
-15
4
4
IS
5
-10
q
Silty SAND (SN1)
Very loose to loose, dark brown to
grayish -brown, fine, trace clay, trace roots
ii
Very soft, gray, trace sand
Very soft, gray, trace sand
Very loose to firm, light gray, fine to coarse,
partly cemented
I O
3
!.'..
Silty SAND (SM)
! Finn, grr `nish-b ay, fine to medium, trace t r
2�'';
35
{', little shell fragments
3
12]
PP=0.25
PP=o.25
PP=0.3s
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc• Geotechnical& Industrial Engineering Consultants
Bonni$: SB-1 (Page 2 Of 2
b ( g )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (0.): 60.0
Elevation (ft.): 28.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
R in11
Depth
anolobry
Lith-
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
4
{{
Silty SAND ISM)
Firm, greenish -gray, fine to medium, trace to
little shell fragments (continued)
_I
--
---
-�---13
--
'1—
fL
_
45—
14
12
4+11
15,��'--i
15
--25
50
16
I
1
19
14
-9�'
19
t
--'��—
____
__-30Ii:'.
r
JOG
'_I—
Silty SAND and SHELL (SJt)
' Very dense, light gray, cemented
7
I _
-to
60
Boring terminated at 60 feet.
_I_�___.._
— _I_
19-
-_!_I__
i —d5
i -
65
20
I
i—
i --40
-12
70
-
22
-45
-14
-
-
�
_
-15
75—
v3
II
—
I
—
E-50
24
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 www.gerenline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials, Borin i1: SU-2 (Page 1 of 2 GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering Consultants g ( b )
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 4" Mud Rotary
Depth (11): 60.0 Elevation (11): 30.0 Client: C. Allan Bamforth, Jr. l li nvtler Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
Material Description Comments P Penetration Resistance blows/foot
ft m fi m ology Water 'I' 0 25 ( ) 50
g ' c " Topsoil mixed with crushed stone BLI
••j•,'.'' Silty SAND(SND _ _____
Loose, brown to tan, fine ------I --
i' I• Slightly Silty SAND(SP-SNl) I�_I_I __ _—
{• Loose, tan, fine _ _ _ _ _
S _ __
• Silty SAND (SM)
.I.. _ _� f�._{
-25 - 5 Loose, tan and orange, fine, trace clay
- I ,
2 _.� - 5 I- -
7 __ ___
Sandy, Low Plasticity CLAY (CL) _ —_ _ _ _ __ _
Finn to soli, mottled tan with orange - I-
-20 10 3 PP=LO
_ / _ _I
5 Very High Plasticity CLAY (CH) 0 I_ _ __•—_ — — — — --_ —
Very soft, gray, trace sand _+
—IS is 5
w I I
0 3
Silty, Low Plasticity CLAY (CL) _—-------�-- ----
a - Very soft, gray to greenish -gray, trace sand
j
f 2 0
� o
o-
g PP=o.S
w -5 25
O _ I I_
a - o g-I
3 9--
-0 0 30 - Silty SAND (SM) _ �I
o - .� Very loose, dark gray, fine to coarse, trace -H--
y_ __
-___- _} _i_
10-•• c Silty SAND and SHELL(S\I)
Firm, gray and white, fine to coarse, trace----v26 - _
m- - I'J: �• clay ° - ____ ! _. --
o --5 35
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rc - �;.',' Loose to dense, greenish -gray, fine to _ _ _
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 vrnw.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, IDC. Geotechnical& Industrial Engineering Consultants
Bnrin #: Sll-2 (Page 2 of 2
b ( g )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/24/2013
Location: Stone Bay, NICB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 4" Mud Rotary
Depth (ft.): 60.0
Elevation (ft.): 30.0
Client: C. Allan Bamforth, Jr.
Flammer Type: Automatic
Elevation
0 In
Depth
0 inolobry
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
II Penetration Resistance (blows/foot) 25 50
_
-
_..l
Silty SAND ISM)
Louse to dense, greenish -gray, tine to
medium, trace clay, trace shell fragments
(continued)
—
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60
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21
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TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnviron mental Resources, InC. Geotechnical & Industrial Engineering Consultants
Berin = �: SB—J I Of 2
b (Page =C b )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 50.0
Elevation (ft.): 32.0
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
R m
Depth
0 In
Lith-
elegy
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 penetration Resistance (blows/foot) 50
-30
-
q
8" Crushed Stone(approx.)
„
10
'
_
-
---
_
_-l_
(_I_
1
_
------
1g___.
l
I
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_
--
-
__
-
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Finn, browand tan, fine
n
Slightly Silty SAND (SP-SNI)
Firm to loose, tan and white, fine
-
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u
_ -
_ -
_
-t_
8
�
'%-LLL'LLL,LLL•
' �' �
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• Loose, mottled tan -orange -light gray, fine-25
I
6
-
7
Sandy, Low Plasticity CLAY (CL)-I-
Soft to very soft, mottled tan with light gray
-
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6
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Very soft, dark gray, trace sand
--I
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i
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-
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Very soft, gray to greenish -gray, trace sand
6
I
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20,_-
l
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•.
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coarse, party cemented
-1-
- --
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-
GeoEnvironme tal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InG Geotechnical& Industrial Engineering Consultants
Borin #: SD-3 Page 2 of 2
S ( )
Project: P-1349 Special Cps Training Complex
GER Project Number: 110-6171
Date Drilled: 6/24/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 50.0
Elevation (ft.): 32.0
Client: C. Allan Bamforth,.lr.
llarnmer Type: Automatic
Elevation
ft inft
Depth
to25
Lith-
ology
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resistance(blows/foot) 50
--10
3
•
13
"J.'�
1t Finn, dark gray and light gray,)fine to
F
coarse, party cemented (condeued)
- -I,
1
j
_L._
I_
-
_
_
= _.
-�--1
- -1
_
L
j
..
_
Silty SAND (SN1)
-
�r
Finn, greenish -gray, lino, trace clay, trace
shell fragments
5
L
_ 12-.
-
II
-
_
I_
-
-
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-4
4$
14—
I r
�
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_ _
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_
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=
50
Boring terminated at 50 feet
--20
-6_
16
I
I
-
--25-
-7
-
55
17
t
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It
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--30
60
19
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35
10
65
20
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21
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it
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111
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Enonmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, IOC. dr
Geolechnical& Industrial Engineering Consultants
Botin #: SU�4 (page I Of I
g b )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (fl.): 25.0
Elevation (fl.): 27.5
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
ft m
Depth
ft in
Lith-
elegy
Material Description
Ground
Water
Comments
S
'Pt
Uncorrected
0 Penetration Resistance (blow:s/foot) 25 50
_
-25
8
'✓, "
Topsoil mixed with crushed stone
,
_-�
7_j_
_
--1_-----
_
-
_ _
--
Slightly Silty SAND(SP-SND
Loose, tan with white, fine
-
_
-
-
-20
7
6
5
2_
Perched wader
table
PP=0.75
z
-
_
_ _
_ _
-
_ _
_
_
_
_I_
Silty, Low Plasticity CLAY (CL)
Sofl to firm, mottled tan -orange -light gray,
trace sand
1
_
I
-
10
-
3
-3;
j
rl
Silty SAND (SM)
Very loose, tan and orange, fine, trace clay
_�1-'
_ -
L1_j_
l_
-
-15
5
-
4
Silty, Lnry Plasticity CLAY (CL)
Soft to very soft, tan to gray, trace sand
4
15
_
_10
3
5
=
_
SiltHigh Plasticity CLAY (CH)
Silty,
Very soft, gray, trace sand
-
-
20
t
PP=0.2s-
—5
2
7
I
_
I
25'
8
-/_/_/_
L
Boring terminated at 25 feet.
j
-
-_5
30
9-
10
__
1_l_-
--10
-3
35
12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
EnNronmental, Groundwater, Hazardous Materials, #: SB-5 (page GeoEnvironmental Resources, InC. Geotechnical & Industrial Engineering ronsultants Boring (Pb I Of I)
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 3" Dtud Rotary
Depth (ft.): 25.0 Elevation (ft.): 30.0 Client: C. Allan Bamforth, Jr. hlammcr Typc: Automatic
Elevation Depth Lith- Ground S Uncorrected
Material Description Comments P Penetration Resistance (blows/foot)
ft m ft In °logy Water 1' 0 25 50
_ Topsoil like material - - _ Ig.._ _ _ _
Slightly Silty SAND (SP-SM) -1,=� - --- --
' Loose, brown to tan, fine > - - - -I 1
-
5 __ _ __ _I
I-�.'. Silty SAND(SM)
- $ '1 '. Loose, tan and orange, fine, trace clay I -I
17T1 I -I
-25 $ I 1 1 -
/ Sandy, Low Plasticity CLAY (CL) I--
traceFirm to su0, mottled tan -orange -light gray2 7 Silty, Low Plasticity CLAY(CL)----Soft to firm, mottled light gray with orange,lolittlesandlenses -20 03 -I
6 6
-- _
— — — — — — — — — — — — — — — — --
Silty, Low Plasticity CLAY (CL)
Very soft, dark gray to greenish -gray, trace
5 4 sandI-
PP=0.25
-IS 15
5 1-�--- --I ---
o g
u 6_ PP=0.25T�T __I 1_1___t_
-10 3 20
o -
w- 7-
z 2
-5 25 _ PP=0.5
o Boring terminated at 25 feet. 1 l
w
W $
N f
1 9 III III II
-0 0 30
o
10
i -I
F
3 --5 35 IT
0 _
o- II I I -
w -2
,$ 12
III I I I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical 8 Industrial Engineering Consultans
Boring #: SB-6 (page I or I
g ( b )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" bead Rotary
Depth (ft.): 12.0
Elevation (fl ): 30.5
Client: C. Allan Bamforth, Jr.
Hammer Type: Automatic
Elevation
itm
Depth
ft m
Lith-
ology
Material Description
Ground
Water
Comments
b
T
Uncorrected
Penetration Resistance (blows/foot)
25 50
-30
9
_
I
j
Topsoil like material
_0
-
-
--
- -
-j-�---
Silty SAND(SM)
-
Loose, brown to tan, line
--
---
--
- j
16
_25
5
_''.�
_
13
%
Clayey SAND (SC)
Loose to Gnn, tan to brownish orange, fine,
with lenses of silty sand and sandy clay
—20
_
4
_
i
_l
I
-
T_I
Boring terminated at 12 feet.
5
T-f
-----
-IS--!-
-
4
5
_I
1I-
-
-
-
-
-10
-
3
20
h-
7-
I
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-5
25
8
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_
11 -
-
30
9
-
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I
I
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1
_
10
_-5
35
-
12
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
Elmronmental, Groundwater, Hazardous Materials, Boring #: SB-7 (Page I Of I
GeoEmxironmental Resources, InC• Geotechnical&Industrial Engineering Consultant b ( b )
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 3" Mud Rotary
Depth (ft.): 25.0 Elevation (ft.): 22.0 Client: C. Allan Bamforth, Jr. Flatmner Type: Automatic
Elevation Depth Lith- Ground
S Uncorrected
Material Description Comments I' Penetration Resistance (blows/foot)
ll inft to olobry Water '1' 0 25 50
TopsoiUl'orest Debris ' _ q_ _ _
- ]J� Silty SAND(SM) z -�-- - - ---j-j-_ --_-
20 is ] Very loose, tan to brown and gray, fine, 6 i some to trace roots x q I
-15 2 -d-:- - - - - - - - - - -
Silty SAND (SNp
Loose, dark brown, fine to medium, trace -
4 .i. organic material d _-,6
- ___
3-'....; - f---l- --
10 -- li
_ �• I_!61_
- I5
3 L`
—10 �%% �:;: i Clayey SAND (SC) �. — — _•
Veryloose, tan and lightgray,fine
- Silty, Los% Plasticity CLAY (CL)
2 / Very soft, gray, trace to little sandI-
5 —I
as 5 —
n - r._______— —
p - 20 6 PP=0.25 I— —f —r
] I t l I I I I I I I1
0
F—U 0
w 7-
° PP=0.3s
aI
25 Boring terminated at 25 Icet
-_-
h
�
z 9 -i -
30
pow 0- -310
10
i -4 3s
o-
1
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—
w0 -15 l-- � --;Ili
5 12_
—{ T
n
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 vxw.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, InC. Geotechnical8 Industrial EngineeingConsultants
Borin #: SB-8 I Of 1
g (page �C b )
Project: P-1349 Special Ops Training Complex
GER Project Number: 110-6171
Date Drilled: 6/25/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (11): 25.0
Client: C. Allan Bamforth,.lr.
Hairier Type: Automatic
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
S
T
Uncorrected
Penetration Resists nce(blows/foot)5t1
R m
li m
0
Topsoil mixed with crushed stone
_ 4_,
_,_I_
-
_
_
____
-
1---
-_
Silty SAND ISM)
7
Very loose, brown and orange, line, trace
clay
Perched water
_3
� _
tableI
��_
Ttrace
4-H
Silty, Low Plasticity CLAY (CL)Sob,mottled tan -orange -light gray, some to
_
_
—20
5
sand
-#I
��-
6
2
PP=1.0
'
5
-15
10
q
r
4
Silty, Lnw Plasticity CLAY ( -)Very soil, gray, trace sand
F:-
PP=0.5
-i
_. _
_
1
-
-10
g
I5
5
-
_
1
-5
20
6
PP=0.25
I
1
----
_
1-_—__
+I
-
7—
o
--
t
—o
o
zs
11
—rr
Boring terminated at 25 feet.
_
i
I
-5
-2
30
I-
—f—(�
-
--
--
--
- -
- --
-i
{----_-
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35
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Il
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I
-
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-I_
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#_
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Enmronmental, Groundwater, Hazardous Materials. Boring #: SU-7 (Page I Of I
GeoEnvironmental Resources, Inc. Gectechnical& Industrial Engineering Consultants b ( S )
Project: P-1349 Special Ops Training Complex GER Project Number: 110-6171 Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 3" Mud Rotary
Depth (ft.): 25.0 Elevation (ft.): 26.5 Client: C. Allan Bamforth, Jr. Hamner Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
olo Material Description Water Comments P Penetration Resistance (blows/foot)
ft m 0 m 0 r_ _0 25 50
8 -- Topsoil/Forest Debris ° q
Sandy, Low Plasticity CLAY (CL)
-25 Sod to Gnn, orange brown to mottled light -
gray and orange, trace roots
5
-20 - 6 2
P11=1.25 l
- z - 6+ it - --
_ 5 10 3
-15
4
4 Silty, Low Plasticity CLAY (CL)--
Very soft, gray to greenish -gray, trace sand ° I- } H -� l
PP=0.25--LICE
IS _f-I_+L___
I II
-10 } 5-
0
w PP=0.5
a _ 2 20 6
_ I _
rc rTl-
W
_
a � 25
La _ Boring terminated at 25 feet.
0-0 0 L 8 _ __ _
I ! I
f-Ft- - 1_-- �
I-
_I 30 9
_ -_510
�
3 35
olil �� III
a--10 -3
m-
_ 4 12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechniw18Industrial Engineering Consultants
Boring #: SB-I Q (Page I of I
b ( 6 )
Project: P-1349 Special Ops Training Complex
GER Project Number: I10-6171
Date Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC
Driller: Fishburne Drilling
Drill Method: 3" Mud Rotary
Depth (ft.): 25.0
Elevation (ft.): 21.0
Client C. Allan Bamforth, Jr.
l larnmer Type: Automatic
Elevation
Il m
Depth
11 m
Lith-
o1Ob'Y
Material Description
Ground
Water
Comments
S
I'
Uncorrected
0 Penetration Resistance (blows/loot) 50
—20
_
t'
-7
1
', .i
Topsoil like material
Probable fill in
upper 5 feet
141
—(—'_
`_
—I
—
_
—
-- _
_
_
_
_
_
I_
SiltySANU SM17
Very loose to loose, gray with brown and
orange, fine, trace clay
1
F
5
-
6f.
__.___
—15
5
2
Silty, Low Plasticity CLAY (CL)
Firm to soil, gray to mottled orange and tan,
trace sand6
-
— —{—
--(--
_
— —
—i
—
_l_.
—
I
I I I
-
4
PP=1.25TI
-
10
3
-
4 _
o
_
_
-
2
1
IS
Sandy, Law Plasticity CLAY (CL)
Very soft, greenish -gray
-3--
_•
-
20
6—
PP=0.25
t
I
—0
-
0
-
-_
Silty SAND and SIIELL(SM
-
7
'IL '-
J:
Dense, greenish -gray and white, fine to
coarse, trace clay
I_T._
-2
25
Boring terminated at 25 feet.
_
_I_
_
,�_
_
_I_
_
-
--10
_
.3
30
9
10—
II
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4
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---
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-
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35
-5
12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
C.
Environmental, Groundwater, Hazardous Materials, SBI (Pa b re I of I
GeoEnvironmental Resources, InGeotechnical& Industrial EngineeiHOrinb #: -
ngConsultants )
Project: P-1349 Special Cps Training Complex GER Project Number: 110-6171 Datc Drilled: 6/27/2013
Location: Stone Bay, MCB Camp Lejeune, NC Driller: Fishburne Drilling Drill Method: 3" Mud Rotary
Depth (11): 25.0 Elevation (11): 23.0 Client: C. Allan Bamforth, Jr. Flammer Type: Automatic
Elevation Depth Lith- Ground S Uncorrected
ology Material Description Water Comments ,( 0 Penetration Resistance (blows/fool) 50
m R in
—� Topsoil like material gL
Probable fill in j
- Silty SAND (SM) upper 4 feet I -
Loose, gray and brown, fine, some roots - - -i -- -- T
-20 6 I. -- --I -1 -rt--I-
Silty, Low Plasticity CLAY (CL) e - I�I46
5 Finn to soft, mottled light gray with orange,
trace sand -�-�
rP=ls _
J 8 '-- -
0 rr=1.5
4 3
----; - i-- --
I I
3 4_-
T i
IS
2 5-i -1-
= Silt}', Lore Plasticity CLAY (CL) - �-
-5 Very soft, greenish -gray, trace sand
w- -- I_I. - - - - -
0 0 7 b^ Silty SAND and SHELL (SND L _ _ 31- J_ - - _
z Dense, dark greenish -gray, fine to coarse, 10 q
a .9.'�• trace clay
o25 Boring terminated at 25 feet.
� I _
w --5 -
_
n 2 30 9
-I
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o- f----- ------ - --
-I-
E --10 -3 to
~ 35 1
o -0
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0 15
� -5 12
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronline.com

CPTu SOUNDINGS
References: ASTM D 5778, "Standard Test Method for Performing Electronic Friction
Cone and Piezocone Penetration Testing of Soils," Annual Book of ASTM
Standards, Vol. 04.08, American Society for Testing and Materials, January 1996.
Lunne, T., Robertson, P.K., and Powell, J.J.M., "Cone Penetration Testing in
Geotechnical Practice," Spoon Press, 1997.
Riaund, J. L. and Miran, J., "The Cone Penetrometer Test," Publication No.
FHWA-SA-91-043, Final Report, U.S. Department of Transportation, Federal
Highway Administration, February 1992.
Contractor: ConeTec, Inc.
Procedures: The CPT is a profiling tool described in ASTM D 5778 and various other publications.
No physical soil sampling is conducted during the test. A compression model
electronic piezocone penetrometer with a 15 cm' tip and a 225 cmZ friction sleeve
was used. The cone is designed with an equal end area friction sleeve and a tip end
area ratio of 0.8. Prior to testing, the cone internal force transducers were calibrated
in a laboratory. At the beginning of each sounding, the cone was outfitted with a
vacuum -saturated, 6 mm thick porous plastic pore pressure element that is located
immediately behind the tip (the u2 location). The cone was advanced using a 15-ton
hydraulic ramset mounted in a 25-ton truck or on a 20-ton tracked vehicle. As the
cone was advanced into the ground, tip resistance (qc), sleeve friction (fs) and
dynamic pore water pressure (u) were recorded every 2.5 centimeters
(approximately every one inch).
Limitations: The enclosed testing records represent an interpretation of the subsurface conditions
encountered at the specific testing locations at the time explorations were made. It is
possible that subsurface conditions between testing locations will be different from
those indicated. Strata contacts and surface elevations, if shown, shall be considered
approximate and are referenced to project datum shown on the plans or described in
the geotechnical report unless noted otherwise.
GER

CPT SOIL BEHAVIOR TYPE (SBT)
KEY TO SBT COLORS SHOWN ON CPT LOGS
CPT RESISTANCE PROFILE LEGEND — NORMALIZED
E Sensitive Fine Grained (Silts & Clays)
Organic Soils to Peat
® Clay — Cloy to Silty Clay
■ Silt Mixtures — Clayey Silt to Silty Clay
❑ Sand Mixtures —Silly Sand to Sandy Silt
❑ Sand — Clean Sand to Silty Sand
Gravelly Sand to Sand
■ Very Stiff Clay to Clayey Sand
0 Very Stiff Fine Grained Soils
Very Stiff Clay to Clayey Sand
CPT RESISTANCE PROFILE LEGEND — NON —NORMALIZED
0 Sensitive Fine Grained (Silts & Clays)
0 Organic Soils to Peat
0 Clay
■ Clay to Silty Clay
0 Clayey Silt to Silty Clay
E Sandy Silt to Clayey Silt
• Notes
Soil behavior type is the classification
of the soil based on its behavior and
not necessarily the actual soil type.
❑ Silty Sand to Sandy Silt
❑ Sand to Silty Sand
S ❑ and
® Gravelly Sand to Sand
■ Very Stiff Fine Grained (Sill &. Clay)
■ Very Dense Sand to Clayey Sand
GER

P-1349 Special Operations Training Complex Cone Penetration Test CPT-1
QG Stone Bay, MCB Camp Lejeune, NC
G �"r""-"'""'� "` Project No: 110-6171
S'4 Test Date: Jun. 24, 2013 Northing/Latitude: 34.58861 Total Depth: 58.7 (ft)
Est. Water Depth: 10 (ft) Easting/Longitude:-77.44353 Termination Criteria: Refusal
Rig/Operator: ConeTec Surface Elevation: 30 (ft) Cone Size: 15 cm2
Depth
Tip Resistance
Sleeve Friction
Friction Ratio
Pore Pressure
SEITr,
Equivalent
Elev
(ft)
— 71
— f,
— R,
— u, --ua
MAI = 1
— Nea
(ft)
(tst)
(tsn
(%)
(psi)
75 150 225 300
1 2 3 4
1 2 3 4
0 20 40 60
1 10 100
0 -
30 _
- -
Sands - Clean Sand to
- -
-..
Silly Sand
5
..._ .....:...... i.....
... :..... d.............:.....
_
.....
Sands - Clean Sand to
-
silrysantl
16 .
....:...... :.....:...... :......
...:......4....
..:.
_
Silt Mixtures - Clay Siltb
20 -
:
I
Silly Clay
.I
Si b
It Silt
Si Mixtures
15
.....:.......................
........... ..................
..... '..... .... .:... ..:......
....I..... .....:.. ..
sill Cle
clay
y y...........-
-
i5
It
Si Minures Clay Si to
II
_ _
[
I
Silt Cla
y y
20
.....:......:......:.....:......
...... ;.......... ..;....
...:.... i....
I
Silt Mixtures - Clay Sill to
......
10
- -
(
Silty Clay
25
..... :...... :..... .. .....:......
......:.................
:.I....:.....:....
.....
5
I [ c
Silt Mixtures - Clay Silt to
Silty Clay
- 30 .
.....:..................:...
;..i...;...
.....
0 -
35
...... ........;.....:......
......:........... �..
............. �....
_5
3
-
V40
......:.... '....... ...... :......
......:......;..
..I..;........... ...
.......... ..i...
-10
I:
SSandsto sandy Silty
I:
- -
45
....[
Sand Mixtures - Silty
.........
1 5
- -
Sand b Sandy Silt
- 50 .
-...... ]..._ ...... ... L.....
......:..... .:.. ..
......: ......:.....:.....
... �:.....:......:....
..... ;. l:
... ..;....:
...........
- 2 -
Q
Sands - Clean Sand to
Silly saw
"
I
Sand Mixtures - Silty
_ _
(
Saw to Sandy Sill
s
Page 1 of 1
=1

Shear Wave Velocity at CPT-1
CONETEC P-1349 Special Operations Training Complex
- Stone Bay, MCB Camp Lejeune, NC
G E iZ�--�-_K
June 24, 2013
Shear Wave Velocity (f /s)
0 500 1000 1500 2000 2500
0
I
5
1
I
1
1
1
1
Profile Average=850ft/
10
I
15
I
I
1
I
I
20
1
1
I
I
25
I
I
i
I
I
m
(7
I
30
1
m
1
1
n
O
I
35
I
I
I
1
40
1
1
45
I
I
I
50
I
I
I
55
I
I
1
I
1
1
1
60
Refusal
65

C ConeTec Shear Wave Velocity Data Reduction Sheet
Hole:
CPT-1
Location:
P-1349 Special Operations Training Complex
Cone:
AD349
Date:
24-Jun-13
Source:
Beam
Source Depth
0.00 m
Source Offset
2.15 m
Tip Depth
Geophone
Travel Path
Interval time
Velocity
Velocity
Interval
Interval
(m)
Depth(m)
(m)
(ms)
(m/s)
(ft/s)
Depth (m)
Depth (ft)
0.00
3.05
2.85
3.57
4.60
4.40
4.90
7.45
178.1
584.3
3.62
11.89
6.10
5.90
6.28
8.62
160.4
526.4
5.15
16.90
7.65
7.45
7.75
10.65
138.4
454.1
6.67
21.90
9.15
8.95
9.20
7.86
184.6
605.5
8.20
26.90
10.70
10.50
10.72
4.91
308.0
1010.4
9.72
31.91
12.20
12.00
12.19
2.79
528.3
1733.2
11.25
36.91
13.75
13.55
13.72
3.61
423.6
1389.6
1�2.77
41.91
15.25
15.05
15.20
2.52
589.7
1934.7
14.30
46.92
16.80
16.60
16.74
3.12
492.7
1616.6
'15.82
51.92
17.90
17.70
17.83
2.57
424.7
1393.4
17.15
56.27

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Ba MCB Cam Le eune, NC
Y P I
Project #: 110.6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
FnrFonmantal
craun°ovate•
Haarcom Materials
`-1,11,n1 ,1
GeoEnNron,nenran %so„rces. Inc.
G E F na aeo-lalGER
Contract #: N40085-10-D-5304
ConsultIN Engineers
Boring/Test No: BMP-1 C 3.06
Setup Data
Test Date: 26-Jun-13
Investigator: CFC
Test Depth: 91.4
H (cm) Depth to Water Table: 213.4
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 152.4
(cm)
Reservoir Height: 30.5
D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0
h (cm) Water Temperature: 24
("C)
Soil Description: SAND (SP-SM), tan, fine Soil Alpha: 0.12
Field Readings
_ _ _ _ _ _ _ _ _ _ i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ..... _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Readin Time Actual Reservoir Level Time Interval Water Consumption _-- Flow Rate
9•-------------------'---------------------- - ---- --- -- ----
HH:mmas
-------
(cm) - LmL� ! (min) jcm�- CmL�
-----'-------- •- ----
- -No. ----(-------------- ----•-
0 7:24:00
! 19 ! 2110 !
_
------------1-----------------7:24:19--------r---------1fi --------, ------2353-----;---------0.3 -------i-------3 -----;-- 243 ----i-----9.47----�---768.06
-------- -----4-------- - -- -------; -------- i -------------}--------------- f--------------4--------------}-----
- -----------
2 1 7:24:34 14 2515 0.2 2 i 162 1 8.00 648.59
----------------{---------------------------F---------------------f-------------'-----{----------------------!--------------- -----+,---------------!--------------
----------- ---------
3 7:24:46 i 12 2677 0.2 2 162 1 10.00 810.73
--------------------------r------------------------:--------- -----------+----------------------------------------r---------------r-----162 ---- -------------'--------------
4 7:25:02 10 2839 03 2 7.50 ; 608.05
- --
-------------------------'------------------------
5 7:25:18
`------------------------------------•---------------------�---------------•--------------
8 3001 0.3 2 162
........................_
---
7.50 ! 608.05
-------------------------j--------------------------'(---------------------'----'--------------'---------------------"--------------'-----
6 7:25:33
6 3164 0.3 ! 2 162
8.00 ! 648.59
--------------------------•------------------------------------------------------------------------------------•--------------------------------------------•--------------
7 7:25:50 4 3326 0.3 ; 2 162 7.06 572.28
- -----------------+------------------------4--------------- - --- 4------ - ------ +---------------------- }------- -------- !--------------- 4--------------t------------
8 7:26:06 2 i 3488 0.3 2 i 162 7.50 608.05
---------------------------------------------------- -!--------------------- F-------------------{----------------------f---------------(-------'-------{,---------------!-------_------
--------------------------+;-------------------------- f-------------------- `-------------------i---------------------- t--------------- i--------------- i--------------- t--------------
- -------------'-----------------------------
I i i
900.0
800.0
700.0
y 600.0
500.0
_
400.0
-
-
e
_-
300........... 0
2000.
_
100.0
-
0.0
0 1
2 3 4 5 6 7 8 9
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kf,,
L = 141.9
L/h = 7.10
by US Bureau of Reclamation, 1990 Kf„t = 0.334
cm/min
h/r = 4.85
Kf:,t = 7.891
in/hr
C = 1.70
by Reynolds et al., 1993 Kf„t 0.299
cm/min
Vk/V, = 1.13
Kfsat =' 7.063
in/hr
AVG _: 0.317
7.48
cm/min
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Ev.Y
Location: Stone Bay, MCB Camp Lejeune, NC
H.Ido. Ma,.rl.k
o-,ac^nlcnl
hdu.trW1Hyg1ane
GER Project #: 110-6171
ra
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
H°'°"rC°'''"`Contract
#: N40085-10-D-5304
c°^EWnWmnmwt,1
Boring/Test No: BMP-2 @ 4.0'
Setup Data
Test Date: 26-Jun-13
Investigator: CFC
Test Depth: 121.9
H (cm) Depth to Water Table: 213.4
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 213.4
(cm)
Reservoir Height: 0.3
D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0
In (cm) Water Temperature: 24
(°C)
Soil Description: Silty SAND (SM),
orange -brown, fine Soil Alpha: 0.12
Feld Readings
_______,____________--_-_________________________r_______________-________________________--______________________r_______________________________I______________________________
Reading Time Actual
Level_ i Time Interval Consumption jRate
Flowo.
----------N-------------------(-HH:mmasl
-Reservoir -Water
------�cm) -----` --- LmLj------i-------�min)-- --r
-----�mQ_
_ _-
._icmfmin1 J CmL[m;nI
0 7:35:00
--------------------------- -----------------•-
; 17
'
•--------
1 j 7:36:34
_ __--_2272______:_
------------------�-------------------I--------------t---------'-----;-----------�-------------
i 16 I 2353 1.6 j
81____
0.64_ 51.75-_-
_
--------------------------- •------------'-----------F-------------------4
2 ; 7:37:55
_1 _ _i
------------------- 4---------------------•------ --
I 15 ; 2434 ; 1.3 ; 1 I
_
81
_ _
; 0.74 ; 60.05
---------------------------+---------------------------F---------------------F-------------------+----------------------+--------------+----------'----+-------------- -------------
3 7:39:20 ; 14 ; 2515 I 1.4 1 I 81 ; 0.71 1 57.23
-----------------r------------------- t-----------------------------------------t------- ------t------
4 ; 7.40:44 13 ; 2596 1.4 1 ; 81
---------------t--
0.71 ; 57.91
5______________________7 42.07 ------'--------------------'-
_
12 ; _--_-2677 1.4 , __-_-1_ ?
------•------'-------------•- ------t---------------•---
81
0.72 58.61
-- ---- -------------
i
--------------------------+,-------------------------- 4--------------------- F------------------- 4---------------------- j--------------- I --------------- 4,--------------- f--------------
--------------------------- +---------------------------
F--------------------- f------------------- +---------------------- +--------------- I---------------
+--------------- I--------------
---------------------------- j-------------------------- '--------------------- ------------------- i-------------------------------------- '--------------- i--------------- i -------------
70.0
60.0
50.0
a
40.0
30.0
_0
LL
20.0
10.0
0.0
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kf.t
L = 111.4
L/h = 5.57
by US Bureau of Reclamation, 1990 K,,, =
0.033
cm/min
h/r = 4.85
Kf•,t =
0.789
in/hr
C = 1.70
by Reynolds et al., 1993 Kf•,f =
0.029
cm/min
Vt/V, = 1.13
Kf.t =
0.678
in/hr
AVG =
0.031
cm/min
0.73
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUcrIVITY
Project:
P-1349 Special Operations Training Complex
r
dw:.Is
Heerao�'.�
Location:
Stone Bay,MCB Cam Le eune, NC
P 1
o-tee"meal
ne-truI hygiene
GER Project #:
110-6171
Client:
C. Allan Bamforth, Jr. EngineerSurveyor, Ltd.
G EgEn"�`mmlalasmrco
. mc.
It
Contract #:
N40085-10-D-5304
CwsWfin, enginO1
Boring/Test No: BM P-4 Q 4.09
Setup Data
Test Date:
26-Jun-13 Investigator: CFC
Test Depth:
121.9 H (cm) Depth to Water Table: 213.4
S (cm)
Borehole Diameter:
8.3 2r (cm) Depth to Impermeable: 213.4
(cm)
Reservoir Height:
0.3 D (cm) Reservoir Area: 81.1
A (cm')
Constant Head:
20.0 h (cm) Water Temperature: 24
(gC)
Soil Description:
Silty SAND (SM), orange and tan, fine Soil Alpha: 0.12
Feld Readings
----------
Reading
r___________________________r_-------------------_--- _______________________________________________________________________
Time Actual I Reservoir Level ;Time Interval Water Consumption : _______ Flow Rate_
! jHH:mmss�----4-------�cm�------'�""--knLl ------ ------Amin)""'-i----(cm1
!---- imLI----
t-ccmfmi91i 2EL(minl
_------__No_
0
7:50:00 16 2353 I
? _
------------1--------
i--------7:51:48------ ---------1--------- ------2515--------------1.8--------:-------------1-----162----------1.11-------90.08--
----------- --!
---------------
4---------------
------- -----4------- - -! ---------------------4----------------------tF
2 7:52:58 13 2596 1 1.2 1 i 81 0.86 1 69.49
---- -----t---------------!---------------+--------------f-------------
---------------------- -.4
---------------
---------
3
F---------------------F-------------------1---------
7:54:24 12 2677 1.4 1
81
0.70 - 56.56
-'--'---------------------
-------"-:55: -2------' --------------'--
52------- 5--------'------1-------'---" al------'---- 0=68---'--- 55.28
------------4-----'-------'----'--7:55;
--------11'------'�-----2758------'-"-----1
!; ! 1.51
81
! 067 _ 54.66
---54.66 --
-_----------5 '---------'--•-
6
------------------------•-------------------------
_---_--7.57.21 -------10 _____2839
-------r ----"--�- .................•--------'
7:58:49 9 2920 1.5 i 1
---------------------------------------
i 81
�'..............0.68t
---------------
--------------------------- +-------------------------- Y---------------------- ------------------- +,---------------------- +---------------
t--------------- 4--------------- }--------------
---------------------------- {--------------------------- t--------------------- t------------------- t---------------------- t---------------
t---------------
{--------------- t--------------
--------------------------- i_________________________--------------------- -------------------- t---------------------- t---------------
t--------------- 1_-_____________F______________
100.0
80.0
s
60.0
c
0
40.
LL
20.0
0.0
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kf,,
L = 111.4
Uh = 5.57 by US Bureau of Reclamation, 1990 Kf.t
= 0.032
cm/min
h/r
= 4.85 Kf.t
= 0.754
in/hr
C = 1.70 by Reynolds et al., 1993 Kr,t
= 0.027
cm/min
Vk/V,
= 1.13 Kf.t
= 0.639
in/hr
0.029
cm/min
AVG =
0.70
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
OperationsProject: P-1349 Special
Location:Hanartlom
Materials
Client: C. Allan Bamforth, Jr. Engineer-Suirveyor, Ltd.
0.
:. u 2.51
Setup Data
Test D. •
Investigator:
Depth: 76.2
H (cm) Depth to Water Table:
274.3
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable:
91.4
(cm)
Reservoir Height: 45.7
D (cm) Reservoir Area:
.81.1
A (cm')
Head:Test
Constant
Temperature:
Soil Description: Silty SAND (SM),
brown, I .
I .12
1 11
�
I
1
•
�
1 1
==—a==a
11E_EE_EE
aaEa
aoE
EEaaa
EaaE
—_---
—�
Sam
�%'---
—
�E--=
__MM
11
C=====EEE===C
O_=E===a==��
—
-----------------------==aaa5�E
1 I
—_a
---=—a
—
--
aaov�c===��
�==E=BeH@a��o=EEC=aaa==eB
11
1
FieldCalculations
Saturated
Hydraulic
10.91
by US Bureau of Reclamation,91
i
by Reynolds
1

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:Operations Training Complex
Location:
i
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G= ".1.1
G E F t
Contract #: is . 0.
:• • No: 1 U 1
Setup Data
Test D.Investigator:
Depth:Test
Depth to Water Table:
Borehole Diameter:
Depth. Impermeable
Reservoir Height: 1
Constant Head: 20.0
Soil Description:.
• . 0.12
1 �
1 1
1
1
1• 1 1 Nam
------------------------------------------------------
:1 • •
----------�---
• • •
gggo--
oo==a—=o=o�==-�E--_�—==�eB
BEB=o�
600.0
500.0
300.0
200.0
_
o
=e0.0
M
eC====
•••=
i
Reading No.
0.151 cm/min
AVG

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:Operations
Location:
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
RnWn�ronrnon.l
�..Iccs, Inc.
Contract #: 10: 1 0•
C.
:.
11 3.51
Setup Data
Test •.
Investigator:
Test 1-. 06.7 H (cm)
Depth to Water Table:
Diameter: 8.3 2r (cm)
Depth to Impermeable:
243.8
(cm)
Reservoir Height: 15.2 D (cm)
Reservoir Area:
.81.1
A (cm')
Head:Borehole
Constant 11Temperature:
Soil Description: SAND (SP-SM), tan and white, flne
Soil Alpha:
0.12
Read i Time Actual !F
1 11
1
•1
•
1
11
1
1
. 11
/
1
1
/
1
:1
111
aaaaaa—aa---a=_
--
aam
--
masam
-
E_-9
_
a=aa��aaaa�aa.?aa��__BBES==�_5
aaaa_M
a
111
FINE
1
1
0.213 cm/min
AVG
5.03

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
En v k o nmentaI
Project: P-1349 Special Operations Training Complex
°roantl"ate r
Nanra ous Materials
Location: Stone Bay,MCB Cam Le'eune, NC
P 1
`m'eC"""'
- n°°ao-lsiertione
GER Project #:
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
C. Allan
o°°E°gym°mm,Mi r'°`°°r"'' I°`.
Gm E �Z
Contract#: N40085-10-D-5304
Coa..Itine Enginoom
Boring/TestNo: BMP-12 @ 3.06
Setup Data
Test Date: 28-Jun-13 Investigator: CFC
Test Depth: 91.4 H (cm) Depth to Water Table: 152.4 S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 213.4 (cm)
Reservoir Height: 30.5 D (cm) Reservoir Area: 81.1 A (Cmz)
Constant Head: 20.0 h (cm) Water Temperature: 24 (°C)
Soil Description: Silty SAND (SM), dark gray, fine, w/ organics Soil Alpha: 0.12
Field Readings
___-------- i__________________________r----------- _------------ __---- ___________1__-__----- _-------- ___r_________________-__..--------- i_______________________-------
Reading Time Actual 1 Reservoir Level ;Time Interval Water Consurnption i Flow Rate
•-------------------- --- -----------------' '----------- ----'--"-
_mm_ssl-----------lcm) i. Sm��-------------tmin) i-�cm�---- --�m�-1-----Scmfmin�_-(mL[min1
----------- ----- -------•-- ---
----------No. -----------{-----JHH
0 i 12:10:00 18 ;i i --------------=---- _
-___-2191
1 12:12: 1 2353 2.8 1 2 162-----a---_ 0:71----;--- 57.23---
------_--F-------_16-------_
_-----------2--------------------12- - -_ 1 15 1 2434 1 1.6 1 ----_ 1------- ---, 81- 0.64 1 51.75
---- ---- --------------
{ - ------t---------------+-------------------j------------------t- t- - -----{-----0---------:
312:16:12 14 I 2515 1.8 I 1 81 1 0.56 45 04
-------------r-------------------- r =
_ _ ai1
4 12:18:01 13 1.8 1_ 1 81 0.55 44.63
--......._.._81---- - ---_ - -
_ _ _2596 _l
10.56_ 45.04
---------5----------- - -------12 19:49---- -------12------------2677--- -----1.8----- -- - ---1----
--------------------------- {--------------------------- F-------------------- y------------------- {---------------------- y_______-_______-r---- ..---------- {--------------- y--------------
1 1
70.0
60.0
50.0
a
40.0
30.0
_o
LL
20.0
_
10.0
0.0
0 1 2 3 4 5 6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kfsat
L = 81.0
L/h = 4.05 by US Bureau of Reclamation, 1990 Kfsaf, = 0.026 cm/min
h/r = 4.85 Kfsat = 0.615 in/hr
C = 1.70 by Reynolds et al., 1993 Kfsaf = 0.022 cm/min
V,/V, = 1.13 Kf�t = 0.520 in/hr
0.024 cm/min
AVG =
0.57 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Gn ��d.:I.l
Location: Stone Bay, MCB Camp Lejeune, NC
Haa N... M.W Is
G-1..e.:
GER Project #: 110-6171
beuaHhi HVgl.ne
Client: C. Allan Bamforth,
Jr. Engineer -Surveyor, Ltd.
G°°E""-n,nanei
QO....... In..
Contract#: N40085-10-D-5304
C"nsmn"ee�en
Boring/TestNo: BMP-13 @
1.5'
Setup Data
Test Date: 28-Jun-13
Investigator: CFC
Test Depth:, 45.7
H (cm) Depth to Water Table: 91.4
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 152.4
(cm)
Reservoir Height: 76.2
D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0
h (cm) Water Temperature: 24
(GC)
Soil Description: Silty SAND (SM),
brown, fine, trace roots Soil Alpha: 0.12
Field Readings
r____________________r___________________r___-_____________________
Reading Time Actual I Reservoir Level In i Water Consumption_-______
'-----
Flow
_ - No i �HH _mmss�
-
"---------------.Time
i __ -(cm)_ LTLl i _ __(min) t __ (cm�___ t__
(mL�
! (cmfmin� ? �mL(min�
---' 12746700
23
i
___ _1785
:49: 3--------•' ---------- ------•--------------------t--------------- I ----- ----------
-------------- 1 1 12.49:03 20 i 2029 i 3.1t--------------- y
•-------9-----•--------------
j t--- 79.74---
2 i 12:50:11
----------------------
19 i 2110 1 1.1 1 1 i
---------------
81
---------------
1 0.88 i 71.54
+
3 i 12:51:27
--------- ---------+------ --------1--------- -----------F---------------F--------------
18 1 2191 i 1.3 1 1 1 81
--------------- --------------
1 0.79 1 64.01
r-----------------------------------------t---------------I---------------+----
4 12:52:38 17 2272 i 1.2 1 1
81
- - --I----•--------
0.85 68.51
__---_---__-5_____________j__ 12:53.50
-
16 2353 1.2
81
0.83 i 67.56
6 12:55:04
i 15 ---____•-------------•---------
----2434 i--------1 z-----__:------1
8.1
---- -
0_Sl 65.74
_--�
--------------------------- {--------------------------- F--------------------- F------------------- ---------------------- y--------------- y---------------
{--------------- F______________
--------------------------- {---------------------------
F--------------------- F------------------- j---------------------- F--------------- F
--------------- {---------------- t--------------
--------------------------- ___________________________t________-__-________t__________________t______________________t______________._______________i______________t______________
i 1
_______________________________________________________t____-_________
i I
90.0
80.0
70.0
w 60.0
50.0
c 40.0
30.0
20.0
_
10.0
0.0
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kii
L = 65.7
L/h = 3.29
by US Bureau of Reclamation, 1990 Kra,, =
0.037
cm/min
h/r = 4.85
Kr.r =
0.883
in/hr
C = 1.70
by Reynolds et al., 1993 Ki",t =
0.033
cm/min
Vk/V, = 1.13
Kf� t =
0.780
in/hr
AYG =
0.035
cm/min
0.83
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay,MCB Cam Le eune, NC
P j
En v"o"snu,I
G,..,d,..,.r
Haz,rd oua MabdaM
cm`°`"""°'
nd°avv
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
rE
ces,In.
GaoenN�"m.,c,i°°°r�°''"�
Contract #: N40085-10-D-5304
CO"'"'""� Eng1nO818
Boring/Test No: PP-1 @ 2.0'
Setup Data
Test Date: 27-Jun-13 Investigator: CFC
Test Depth: 61.0 H (cm) Depth to Water Table: 121.9
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 182.9
(cm)
Reservoir Height: 15.2 D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0 h (cm) Water Temperature: 27
("C)
Soil Description: Silty SAND (SM), brown, fine Soil Alpha: 0.12
Field Readings
_____________________________________r____________________-____________________�______________________ �______________________________
Flow Rate
Reading Time Actual _ __ -Reservoir Level __ I Time Interval Water Consurn-----------------------------
- _ - - - '----------- ----------- ----
No.tion
! HH:mm:ss ' ? mL i min cm !
-----)--------------�---------i----(---1----•----(--
mL
I-------(
cm min mL min
1-- -� -�RII. ---i
_ ----_-(cm
----------------(lit.-'-------)----�- - -------'----
0 i! 24 ii
'---38--------
------12:48:00 -----1704
-------------------'-------4- 2:8:5-------�--------------------- '----•---------0.-8----------------'------t---------------�---------------
1 12:48:51 ! 20 I 2029 0.8 ; ------------_i---_324-----,--__ 4.71 381 52
2 12:50:09 18 2191 12 162 1.64 1 - -----
`----162 1.67 I 135.12y-__--_ :------`----------------- 25 ------------
12:52:31 14 1.3 1.6.6. --
-_-------_--_--34--_-_-_-_-_---_-_-_-_-----'! --------1--2-:5--1---1-6--------`--------1--6---------I -2-3--5--3-------'----------1-.-2---------1 -2
-------------
•2
1253451-2677 1 .
-----------5-- -------- -......-- ......-Z--------......-.....-----=......
6 ! 12:55:02 ! 10 j 2839 ! 1.3 ? 2 !
--------------------------- ---------------------r---------------------
162
162
--129.72
1613L47 --
! 1.56 ? 126.35
______________________________________________________{__________---________F___________________4-______________________y_______________---------------
{--------------- -------------
- -------------------------- +---------------------------F-------------------- ?------------------- +---------------------- I --------------- t---------------
{--------------- t--------------
___________________________+__________________________--------------------- t------------------- t______________
t--------------- i---------------
{----------------------- t---------------
450.0
-
-
400.0
350.0
300.0
a
250.0
e 200.0
150.0
100.0
50.0
0.0
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kfsnt
L = 81.0
L/h = 4.05 by US Bureau of Reclamation, 1990 Kf.t =
0,074
cm/min
h/r = 4.85 Kfmt =
1.742
in/hr
C = 1.70 by Reynolds et al., 1993 Kfmt =
0.067
cm/min
Vk/Va = 1.20 Kf.t =
1.586
in/hr
AVG =
0.070
1.66
cm/min
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
orou"dwater
Location: Stone Bay, MCB Camp Lejeune, NC
11evrd-3 Maferlal.
Om1°°hn'°°'
Project #: 110-6171
hEuetrl°IMy..n.GER
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
GIER-Envircrnn.01
a°°°""°°''"`'Contract
#: N40085-10-D-5304
C°n
Boring/Test No: PP-2 @ 1.5'
Setup Data
Test Date: 27-3un-13
Investigator: CFC
Test Depth: 45.7
H (cm) Depth to Water Table: 61.0
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: N/A
(cm)
Reservoir Height: 30.5
D (cm) Reservoir Area: 81.1
A (cri
Constant Head: 20.0
h (cm) Water Temperature: 27
(°C)
Soil Description: Silty SAND (SM),
dark gray, fine Soil Alpha: 0.12
Field Readings
____________r_----------------------------------------------------------11_ _ _ _ _ _ _ __r___------------------------------ _------ _____________________________
Reading I Time Actual ,_ Level ;Time Interval Water C_onsum ion Flow Rate
---------No, ! QHH:mmss�-
_ __ -Reservoir
' -----1cm) -----imLl- '------(min) i -�gm-)------(TQ---
n1_i_LmL/mi91
0 i 13:30:00
-------------------------- -------------------------
22 1866 1
---- --------------- ---'
1
-------------------------- a--------
---------------- ------------------------- ------------t
1
------- -------
81
--------------- ---------------
--
5-4
1- .
-------%-----------------4------ ------+--------- ---------%------------------4----=----
2 13:32:30 20 2029 1.4 1
-------------------------1--------------*-------1--3--.3--1--: -O-B--------+--------2------------F-------1-9--4--7----------------------11---
8 0.73 59.32
3
+
1
-1
---------------------'------7- --
81 0.75 r 60.80
------------ r-
4-------------
- 1r-----;--------------
8 141 81
'-$$
+--------------- ------------------
,----- 0,74'6005
-_----_---_- 5 i 13:36:31
---------------------------------------'---------------------'-
------------- ------'.....
? 17 2272 1.3 1
----------------------------------------'-
......
81
.... -
0.75 60.80
--- ----------------------------------------------- •--------------- •--------------- •--------------
---------------------------- {--------------------------- --------------------- -%------------------------------------------- --- ----------- %--------------- 4--------------- %------ --------
I
---------------------------i--------------------------- 'r-------------------- --------------------j---------------------- i------------------------------- i--------------- t--------------
--------------------------- i --I -------------------- ------------------ ---------------------- i--------------r---------------------------------------------
- - -' = --------------•-------------
80.0
70.0
60.0
" 50.0
m
3 40.0
LL 30.0
20.0
10.0
0.0
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
K,,,
L = 35.2
L/h = 1.76
by US Bureau of Reclamation, 1990 K,, =
0.050
cm/min
h/r = 4.85
K,m, =
1.181
in/hr
C = 1.70
by Reynolds et al., 1993 K,•„ =
0.031
cm/min
V,/V, = 1.20
K,m, =
0.742
in/hr
AVG =
0041
6.96
cm/min
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
G'°'md.M.,
Malerlah
Location: Stone Bay, MCB Camp Lejeune, NC
NdaM Ou.
,,,�,G,,�,`�;;i;`„'e
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
' Geo nNmnmmUi r sour`••' Inc.
Contract #: N40085-10-D-5304
Gon•G���^9 edenM•m
Boring/Test No: PP-3 @ 1.1'
Setup Data
Test Date: 27-Jun-13 Investigator: CFC
Test Depth: 33.5 H (cm) Depth to Water Table: 45.7
S (cm)
Borehole Diameter: 8.3 2ir (cm) Depth to Impermeable: 121.9
i
(cm)
Reservoir Height: 42.7 D (cm) Reservoir Area: 81.1
A (cm')
I
Constant Head: 20.0 h (cm) Water Temperature: 24
(°C)
Soil Description: SAND (SP-SM), blacJand gray, fine Soil Alpha: 0.12
I
Field Readings
_ ________--------------------- _----- r__--------------------------------------- 7______________________r________-- __ _________________-____________
___
Reading ! Time Actual ! !_ __ Reservoir Level_________ I Time Interval Water Consumption_ . _ _ _Flow Rate ----------
No i HH:mmss (cm mL ; min) ! cm
� � ------ T)_----' � 1-"' � "-'' C 1 "•'--
mL
(TQ
,_jcmfminl _�mVE-191
----'----------
0 7:26:00 !'. 17 2272 !
_ _
-----------1 ------------------7:2637-------7-�----'--15------T-'---2434'--'--1--'------0.6 "---- �-'---'-z-----'�-'--'162 ---i---"3.24---F--262 94
-
----- --------------------------------------i---------------------!---------------;---------------+,-------__------t------
2 ; 7:27:44 14 2515 i 1.1 1
81
0.90 72.60
---"------------'-------t--- -------'-------------- --------- ------------ t------ ------------- {---------------------- 1------------ --F--------------t--------------F---- ----'-""
7.28.49 ; i 13 ; 2596 ; 1.1 ; 1 ; 81 0.92 74.84
- - + -- r r '
t
;i 12 2677 1.2 1 ;
4 7:30:00 I I
81
8
68.51
0.85 68 51
0.85
5 7:31:09 11 2758 1.2 1
81
0.87 ! 70.50
------'----
--'----'-------"---------�---------------------------='------------------'--------------------'------"------------'-------'------"-------------"""-"-".....
-------'---- 6-------------•'-----'_7:32.19 10---------•------2839------•--------'1 2------------------------ -----
51------
---- 0,86'_' !__ 69,49---
___________________________{--------------------------- F--------------------- ------------------- {---------------------- (--------------- y---------------
{--------------- f_-------------
--------------------------- j___________________________F_____________-______F___________________{___________________--_F_______________F_______________{._________-____F______________
----------------------------- ------------------ ____________________-_________------------------ .---------------------- .---------- _____._______________._______ _
300.0
250.0
w 200.0
m
3 150.0
o
_
100.0
50.0
0.0
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kfs,t
L = 32.2
L/h = 1.61 by US Bureau of Reclamation, 1990 Kf•,t =
0.061
cm/min
h/r = 4.85 Kf•,t =
1.445
in/hr
C = 1.70 by Reynolds et al., 1993 Kf•,t =
0.034
cm/min
Vk/V, = 1.13 Krs t =
0.806
in/hr
0.048
cm/min
AVG =
1.13
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
G-c! et.,
Location: Stone Bay, MCB Camp Lejeune, NC
HearU.. M.=.b
Got.cMdcM
GER Project #: 110-6171
ri
bd u.Irial My9i.n.
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
GvaEnNioninan11 �6pYfB'''"`'
Contract #: N40085-10-D-5304
G°^.din^s a^e�na.n
Boring/Test No: PP-4 @ 1.0'
Setup Data
Test Date: 27-Jun-13 Investigator:
CFC
Test Depth: 30.5 H (cm) Depth to Water Table:
45.7
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable:
182.9
(cm)
Reservoir Height: 45.7 D (cm) Reservoir Area:
81.1
A (cm')
Constant Head: 20.0 h (cm) Water Temperature:
24
("C)
Soil Description: Silty SAND (SM), black, fine Soil Alpha:
0.12
Feld Readings
_______________; _________;__ ________r________________________________________�______________________
Reading Time Actual ;_ Level Time Interval
_______________----------- __---- _---- __________
Water Consumption_) Rate
_ _Reservoir
-----_----)
-__------_No. .....(_HH _mm:ssl-_-..__Scm� - _-- (;mL�- --_ (min)-- _.--_-jcm�---_r
---- - -----•-
(mLl
_ -Flow
(cm/mini jmL(min�
0 -710:00 i 27 1461
------------^____-_-.------------------_---------------------__
%-------
------•------_------------------------------ --------------- ^--------------- ------
1 7:11:19 25 1623 1.3 2
- + 162152123.15
---------------- -___.-_-------- _-_
1 7:12:48 1 24 1.S
1 1
81
1 0.67 I 54.66
---------------------------i--------------------------+------ --------- ---- F------------------ +----------------------
-__-------_-37.14.19 I 23 1 1785 1 1.5
+------------- -F -----------
1 1 I
---'{---------------
81
----------
1 0.66 C----53.45
------ ---------r - - ----------------------------
4 7:15:51 I 22 1866 1.5
-
t--------------r--------------i---------------
1_ 1
81
--------
0.65 52.87
5 7 - '- ----
---------- - -------,1724-21 --___-�-------- -1947 1---_-_-16
---------------•--------
_____
--1-------
--81......
..... -65--- --5231--
- ---------------------- •--------------------------------------------------------------
-------------------------------------------------------- F---- --------------- 4------------------- +;---------------------- F--------------- F--------------- +--------------- )--------------
---------------------------- +'--------------------------- F---------------------F-------------------+----------------------(---------------(---------------+--------------F--------------
_______________________________________________________F____________________fi------------------- {---------------------- }--------------- F--------------- {--------------- )--------------
------------------------------------------------ _______._____________________t___________________.______________________._______________._______________�_______________l______________
I
140.0
120.0
100.0
a
80.0
60.0
_o
LL
_
.......
40.0
20.0-
0.0
0 1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic
Conductivity,
Kfsat
L = 35.2
L/h = 1.76 by US Bureau of Reclamation, 1990
Kfsit =
0.044
cm/min
h/r = 4.85
Kf, =
1.029
in/hr
C = 1.70 by Reynolds et al., 1993
Kra , =
0.026
cm/min
Vk/V, = 1.13
Kfmt =
0.618
in/hr
AVG =
0.035
cm/min
0.82
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay,MCB Cam Le eune, NC
P 1
En vka am anal
°ra°ntiviB1.,
Xemream Materials
`m'eL"nleal
ee „atria Hygiene
GER Project #: 110.6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
GEGacEnvimnmenpl
Roemer, la<.
Contract #: N40085-10-D-5304
cnnawung En,i
Boring/Test No: PP-6 @ 1.51
Setup Data
Test Date: 27-3un-13 Investigator: CFC
Test Depth: 45.7 H (cm) Depth to Water Table: 121.9
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 91.4
(cm)
Reservoir Height: 30.5 D (cm) Reservoir Area: 81.1
A (cmz)
Constant Head: 20.0 h (cm) Water Temperature: 27
(°C)
Soil Description: Silty SAND (SM), black and gray, fine Soil Alpha: 0.12
Field Readings
________________________________r_____________________________________,___________________________________,_____-________________________
Reading Time Actual _ ___Reservoir Level ;Time Interval Water Consumption ; _ _ - Flow Rate
! iHH_mm ss�----
----
•-Ccm/mini :_LmL[min1
---------No. ------ _ ------(cm�------�------LTLl--------------(min)-------•----�cm�----•----�mL�
0 16:25:00 25 1623
_
----------------i-------3 ------!-----243 -----1---- 0.98 --- i---- 79 74 --
- -----------1 --------------16:28:03 ------77---------22-r -------------1866--------3.1
------------------------ -- -------- ----------------- '--------- ------'----T------------------`--------------------- (--------------i--------------- +--------------- --------------
2 16:30:25 1 20 1 2029 1 2.4 ; 2 1 162 1 0.85 68.51
------------ ------------------- -- -- ---------!--------------------- r-------------------{---------------------- r---------------r--------------- {---------------r------
3 1 16:32:45 18 ; 2191 1 2.3 1 2 ; 162 i 0.86 ; 69.49
------------------ - - --------t--------- ----------r--------------------+---------------------r---------------r-------------- r r
4 16:35:OS---------------16--------'------2353---------------2 3---------'----- z-------'-----162-----49---
5 16:37:26 14 2515 2.3 2
162
----a,86----`--69
0.85 69.00
---------------------------•---------------------------------------------------------- ---
--------------------------- -------------------------- +-------------------- -------------------- 4---------------------- !--------------- t--------------- 4,--------------- 1.--------------
--------------------------- 4--------------------------- f--------------------- F------------------- j---------------------- f--------------- F---------------
j--------------- t--------------
--------------------------- {--------------------------- h--------------------- h------------------- 7---------------------- 4--------------- f--------------- i--------------- ______________
------------------------------------------------------ i-------------------- -_------------------ ___________-_____-____1_______________II------------------------- ______________
90.0
g0.0
70.0
60.0
u
50.0
e 40.0
30.0
20.0
10.0
0.0
0 1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Ktsat
L = 96.2
L/h = 4.81 by US Bureau of Reclamation, 1990 Kf.t =
0.040
cm/min
h/r = 4.85 Kf.t =
0.951
in/hr
C = 1.70 by Reynolds et al., 1993 Kf.t =
0.036
cm/min
Vk/V. = 1.20 Kf.t =
0.850
In/hr
AVG =
0.038
0.90
cm/min
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
c.-d-I.,
Location: Stone Bay, MCB Camp Lejeune, NC
Heardow Mabtl'Oala
Gw'"`hnal
Fd usblal Hypl on.
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Contract#: N40085-10-D-5304
C°°awn,g en,i!nn
Boring/Test No: PP-7 @ 1.09
Setup Data
Test Date: 27-Jun-13
Investigator: CFC
Test Depth: 30.5
H (cm) Depth to Water Table: 30.5
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 243.8
(cm)
Reservoir Height: 45.7
D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0
h (cm) Water Temperature: 24
("C)
Soil Description: SAND (SP-SM),
dark gray, fine, wet Soil Alpha: 0.12
Feld Readings
_______________:_____I____-______________________r_________
Reading Time Actual
_____________________________________________________r_______________________________r__________________.__.________
Reservoir Level ;Time Interval ; Consumption i Flow Rate
No. _--(HH:mm:ss�----i--_
-- -Water
_ (cm) jmLj------------- (min)- (cm�____
(mL� _.
-
(cm/mini
0------------- ---- 7 42 00
28 i 1380------
1 7.44:51
-_
i 26 I 1542 i 2.8 2 i
162
0.70 56.89
---------------------------)__------ `---------------
2 7:47:21
•--------- -----------" ------------------4---------------------- +--------------- f
; 24 ; 1704 I 2.5 2 ;
------- - ------ 4---------------�---•--- ------
162 0.80 ; 64.86
-----------+-------- ----------
3 7:48:52
r----- --- ---------+------- - - r-------------
; 23 1785 1.5 I 1 ;
+ -
81 0.66 53.45
r--------------------- r------------------- ----------------------r--------------- r-------------- r
4 7:50:22 22 1866 1.5 1 81 0.67 54.05
-------------------------'-------------------------- `--------------------
_ 5 ! 7:51:53
-------------'-------------------------'-
----------------'--------
_ 21 1947 1.5 i 1 i
------------------------'---------------
81
0.66 53.45
• -• ------------------•---------------•-----------------------------------------------
---------------------------- +-------------------------+-------------------- +-------------- ---- +---------------------- +--------------- t--------------- +---------- --- --------------
_____________i___________________________t_____________________f___________________t______________________f_______________f______-_______1_______________f______________
___________________________1____________-____________-------------------- .r----------------------------------- ------ (--------------- I--------------- 1______________ .___--_______ _
I______________________________________________________1___________________-L___________________:______________________:_____________-1_______________._______________.__________-___
70.0
60.0
50.0
mm 40.0
c 30.0
LL
20.0
_
10.0
0.0
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
K,,,
L = 20.0
Uh = 1.00
by US Bureau of Reclamation, 1990 Krs , =
0.022
cm/min
h/r = 4.85
Krsar =
0.529
in/hr
C = 1.70
by Reynolds et al., 1993 Kf.r =
0.026
cm/min
Vk/V, = 1.13
Kfmt =
0.622
in/hr
AVG =
0.024
cm/min
0.58
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:Operations
Location:
ProjectGER
'G.MoEn�nnnnnwol
Client: C. Allan Bamforth,
Jr. Engineer -Surveyor, Ltd.
Flescurces, Inc.
:. @ 1.04
=aaSHE...
==
==M_M
ME
�
EE=EE==
aaEE=====EEe-=oo=
ME
-��_-_�=MM_
-L'_--7
�••
ME____=—_
=aman-----_S
_
�-�
-------------�
-----MM-EEEEEEE==
---M_____
ME
...
-_--------
=E=
E
E
gg
-E_=.3a=='_E_-__==_?��==-n===�5====e�
ec=-
aaaaaaaa
=oaaaaaE==E
__-_
E==MEE==EEEEEEEE=gE'oEEEEEE=_
SaturatedCalculations
Field Hydraulic Conductivity,
Reynolds

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
OperationsProject: P-1349 Special
Location:
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
Q E
Contract #: 00•
:. @
Setup Data
Test ..
Investigator:
Depth: 30.5
H (cm) Depth to Water Table:
76.2
S (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable:
213.4
(cm)
Reservoir Height: 45.7
D (cm) Reservoir Area:
.81. 1
A (CM2)
Head:Test
Constant
Soil Description: SAND (SP-SM),
gray, fine, trace roots Soil Alpha:
0.12
00
00
05.37
•�
-EE
EEEEE--E--
=E_==
E
• ...
E===e=-_
__=
a=—
=EE
=�_
--
E===E
e
M

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
E, v " 0 nmentaI
Project:
P-1349 Special Operations Training Complex
°roundwa'°'
eamrd o°e uaeriaia
Location:
Stone Bay,MCB Cam Le eune, NC
P
al
cm'oo""'o.
nd°n.�icas,
GEii Project #:
110-6171
Client:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G E
Inc.
GeoEnMmnmendi rmaon,°ea, in
Contract #:
N40085-10-D-5304
BoringJTest No: PP-11 @ 1.1'
Setup Data
Test Date:
27-Jun-13 Investigator: CFC
Test Depth:
33.5 H (cm) Depth to Water Table: 61.0
S (cm)
Borehole Diameter:
8.3 2r (cm) Depth to Impermeable: 76.2
(cm)
Reservoir Height:
42.7 D (cm) Reservoir Area: 81.1
A (cm')
Constant Head:
20.0 h (cm) Water Temperature: 27
(°C)
Soil Description:
Silty SAND (SM), black, fine Soil Alpha: 0.12
Feld Readings
_ _ _ - --------
_---------- I-________ ----- __------ ______r______________________-------- _----______-_ _ _ _ _ _------1
Reading Time Actual -_ _ _Reservoir Level _ _I Time Interval Water ConsumptionI _ _ Flow Rate
Ij-
! jHH_mmas�- �------�min)------•----�cm�-
-----'- ---•-
---�mLj----t-icm/min�_._(mL[min�
----------No. -----------'-----
0
----^- ----(cm)-------�-----�-mLj-
? 16 08:60 24 i 1704__ i !
? i
-------------------------•-------
1
------�------------------- -----•---------------------•---------------•---------------•---------------
i 16,10:33 22 1866 i 2.6 2
162
-----------___
i 0.78 i 63.59
________________{___________________________r_____________________F___________________y______________________j_______________y_______________{_______________�______________
___________
2
16:11:22 21 1997 0.8 1
81 1.22 i 99.27
-__-__-_---_ ---------------
3 16:12:4 16- - - - i 20 i 2029 I 1.5 i 1 i Bl i 0.69 i 55.91
-
4
! 16:14:26 19 i 2110 i 1.6 1
81
t 0.62 50.15
- - -- --
---------------------------'---------6:14-----------�----------------------------------------'-------------
5
__ -
!? 6 t
----- -
81
0.61 49.64
------------6--------------------16.17:41-------•--------1----------
------16:16:09-------•--------1$ -----2191 ............................. -----...
-----_2272------•---------16---------•------1-------
81
! 0.62 50.15
---------------------------+-------------------------T---------------------F-------------------j----------------------
4--------------- ---------------
4------------ --!--------------
----------------------------
{--------------------------- F--------------------- f------------------- {---------------------- f--------------- F---------------
--------------- (______________
---------------------------- {-------------------------- --------------------- F------------------- I ---------------------- r_______________f---------------{--------------- f--------------
120.0
100.0
y
80.0
m
-
_
60.0
_
o
_
40.0
20.0
0.0
0 1 2 3 4 6
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kf°,,
L
= 47.4
L/h
= 2.37 by US Bureau of Reclamation, 1990 Kf, =
0.033
cm/min
h/r = 4.85 Kf, =
0.769
in/hr
C
= 1.70 by Reynolds et al., 1993 Kf,, =
0.026
cm/min
Vi,/Va
= 1.20 Kr at =
0.614
in/hr
0.029
cm/min
AVG =
0.69
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:Operations
Location:
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
ER.InonInen.[
. ou ..... In,.
Contract #: 0.
Con
:. ii 2.759
Setup Data
Test ..
Investigator:
Depth:Test
DepthTable:Borehole
Diameter: 8.3 2r (cm)
Depth to Impermeable:
.243.8
(cm)
Reservoir Height: 38.1 D (cm)
Reservoir Area:
.81.1
A (cm')
Constant Head: 20.0 h (cm)
Water .-
Soil Description: SAND (SP-SM), tan, fine
Soil Alpha:
0.12
� • 0
-----
E
__-
Esa_
SEE==a
==5-c_'E
—__
-
=E�o�a�
-E
ass
-�M__Ma===E
oaaoa
-
__
a
sash=a
es=7_11I-=aaaaasEE��=a�=aE'r�E_==SHa_
M—
EEEEEaa==
EsE=EE===E�=
=���=EEE=aB�EEE�
EE_==E_

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:
P-1349 Special Operations Training Complex
cruundw.I.'
Han.a o,n Mat-' h
Location:
Stone Bay,MCB Cam Le eune, NC
P j
`®'°`h""a'
nd°.f,h h.9,°..
GER Project #:
110-6171Client:
C. Allan Bamforth,
Jr. Engineer -Surveyor, Ltd.easauroa'°`'Contract
G gRoEnAmnmcnW
#:
N40085-10-D-5304
con
Boring/Test No: PP-13 @ 2.5'
Setup Data
Test Date:
27-Jun-13
Investigator: CFC
Test Depth:
76.2
H (cm) Depth to Water Table: 213.4
S (cm)
Borehole Diameter:
8.3
2r (cm) Depth to Impermeable: N/A
(cm)
Reservoir Height:
45.7
D (cm) Reservoir Area: 81.1
A (cmz)
Constant Head:
20.0
h (cm) Water Temperature: 27
(°C)
Soil Description:
SAND (SP-SM), tan,
fine Soil Alpha: 0.12
Field Readings
Reading
____------ _-----
Time Actual
r _________________________________________--___________-------- ___r_____------- _------------------ ______________________________
;Reservoir Level i Time Interval Water Consumption) _ _ Flow Rate
'---(-HH_mmas)----t-----�cm)-------------�mL)
? (min) ---�cmZ---t
-----'-------- - -------'-
--(mL1
.�cmfmin)__�mLfmin)
----------No`----------'-
0
- -
i 18:05:00
i 21 1947 i
-------------------------•----
_ -------- ------ -------�--------------------•---
18:05:31
_ 6- 5
18 2191 0.5 3
243
5.81 470,75
2
____________F_____________________F___________________•_____________________________________y_______________ _______-------- F______________
18:05:59 ; 16 2353 0.5 2 162 4.29 347.46
___ 3_____________y--__--_ 18 06:24 ; 14 1 2515 i 0.4 ; 2 I
--------`--------------------t-----------------;--------------------r---------------I-----162
---------------------------'--------18:0
162
4.80 ; 389.15
----'---------------r-------------
4
16:06:55
; 2677 I ; 2 -----"-------
-----
3.87 313.83
---- ---- -
---------------
---------i---------------------
_--__-_12 ---____OS
0.5 2
----------5-------------'-------18.07;27------.--------10--------
! 18:07:57
------2839................
8 i 3001 ? 0.5_________!_ 2 !
162
j 4.00 _ 324.29 _
---- �---- --- - --
---------------------------
7
•-------------------------------------------------------------------•-
1 18:08.28
_ __ __ -------•--------------•-------
i 6 1 3164 0.5 I 2 1
162
3.87 i 313.83
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ { _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ( _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _
_ _ _ _ _ _ _ _ _ _
_ _ _ _ { _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _
___________________________1___________________________t_____________________F___________________i____________________--_______________ _______________-______________-______________
500.0
400.0
m 300.0
a
3
c 200.0
300.0
0.0
0 1
2 3 4 5 6
7 8
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kf.,
L =
157.2
L/h =
7.86
by US Bureau of Reclamation, 1990 Kfs,l =
0.177 cm/min
h/r =
4.85
Kfs, =
4.192 in/hr
C =
1.70
by Reynolds et al., 1993 Kfsat =
0.163 cm/min
Vk/Va
= 1.20
Kfs,t =
3.856 in/hr
0.170 cm/min
AVG =
4.02 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:Operations
Location:
ProjectGER
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G FR.
W Resourcos, Inc.
Contract #: 11: . 1•
:•
Setup Data
Test Date: "• Investigator:
Test .-. Depth to Water Table:1.
Diameter: 8.3 2r (cm) Depth to Impermeable: N/A (cm)
Reservoir Height: 15.2 D (cm) Reservoir Area: .81.1 A (cm')
Head:Borehole
Constant Temperature:
Soil Description: SAN.roots
11 1
MM
EE
�C
Ea
:.�EEE�C��7=7.
a_
...-
. EE7.M
-:
C
111 1
aaEi
aaa,{
=
=aa_______s_
�_
aaE7
7aaC�aaa_0
-aaa-
a:aa
...._7
a:aa
a_
a___
.._._
ME
.o_7--aaa
--'
_
-E-
_7E
7E-===E_"�E.=7E�"_�'_MMMMEZZ2..---7
aaa
a:a
a
aaaa-
a7aE:aaaE
--
-=-=-=--
a=
Z1=231
77aE
-0
aa7_
aa------aa-=-==7�
----a
--:�
:=
-7
-j
7EEMS2.EEa:.�:EoaEEEEEEEEEEEE3EEEEEEEEE
MMEM
a7a
a_
—ae--a
_=:agMOMM
�EEE�►�a
g-:-:-�aa_a
-�e�'
aa:aea:aaaea
g
:
a
-�
�:7
''E�a3E===7a7a-aa=
aaa:aa
M;ZMw
=3-
'3EaEE9
�
aa:
Ea:a:
--M
E
E
Eaa7�
7a0_�-
-
7:
:
E
M.
-
�7
11
1 1
FieldCalculations
Saturated Hydraulic Conductivity,
81.0
4.05 by US Bureau of Reclamation,90 1 .237 cm/min
1
0.200

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Groundwater
Hamtl ouc Mate" are
Location: Stone Bay,MCB Cam Le eune, NC
P 1
Gmte°n"oea,
na u.o-ui Hrai°".
GER Project #: 110-6171
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
a"O11fCs,Inc.Contract
#: N40085-10-D-5304
G°ringko"rannneental
Boring/Test No: P_3
Setup Data
Test Date: 19-Feb-13 Investigator: CFC
Test Depth: 61.0 H (cm) Depth to Water Table: 115.8
S (cm)
Borehole Diameter: 8.3 2r (cm) Depth to Impermeable: 152.4
(cm)
Reservoir Height: 61.0 D (cm) Reservoir Area: 81.1
A (cm)
Constant Head: 20.0 h (cm) Water Temperature: 16
(°C)
Soil Description: Silty SAND (SM), black and brown, fine, tr clay Soil Alpha: 0.12
Feld Readings
;___________________________r____________---------- 1_________-_-------- ___r_____________----------- _------ �--------- _____________________
Reading I Time Actual ;-__--__---Reservoir Leve........ Time Interval Water Consumption) -Flow Rate _
No.___________'_-_--(HH:mm_ssl--_---_(cm) _ _ _ __ �mL�______. (min) _ _(cmj __.
(mL�
(cmfmin� - (mL[min).
0 13:40:00 i 33 975------------------------------------•---------------•------------------------------
---------------------------^--------------------------•---------------------•-------------------
1 13:41:08 31 1137 1 1.1 1 2 1
162
1.76 143.07
------------------- +,---------------------;-------------t-------- r ;
2 13:41:49 1 30 1218 1 0.7 1 81 1.46 118.64
---------------------------+---------------------------F---------------------F-------------------+----------------------+---------------+---------------+---------------+--------------
3------------'-------13 `-------- 29-------- `------1299------'--------0.7 1
Bl
1 1.40 113.13
----------- ------ -----
4 i 13:43:15------`--__----28_--_-___'------1380______'----_____0_.7_____---'- 1 1.40 113.13
----- -----
5 13:43:59 27 1461 0.7 1
------------
- -----
81
-----------
1.36 ! 110.55
--------------------------'--------------------------'---------------------------------------'------......-------
6 ! 13:41:43 i _ _- 26 1542______i _ __ _ 0.7 _____ 1 i
--------------------------•------------------------------------------
81
i 1.36 i 110.55
1
---------------------------- +--------------------------- f--------------------- F------------------- f---------------------- f--------------- f---------------
A --------------- f--------------
--------------------------- --------------------------- F----------------------------------------- j______________________f______________f_______________{_______________f______________
160.0
140.0
_
120.0
° 100.0
m
80.0
3
Ei
S 60.0
40.0
20.0
Elf
0.0
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, Kreat
L = 74.9
L/h = 3.74 by US Bureau of Reclamation, 1990 Kt.t =
0.065
cm/min
h/r = 4.85 Krsat =
1.524
in/hr
C = 1.70 by Reynolds et al., 1993 Krsat =
0.045
cm/min
VdV, = 0.93 Krsat =
1.052
in/hr
0.055
cm/min
AVG =
1.29
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:
Location:
GER Project #:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
110.6171
c,�w".1
H.-I.us Malerlals
omla=hn'=a'
Fd^atml Hygl one
Client:
C. Allan Bamforth, Jr. Engineer -Surveyor,
Ltd.Contract
Ronourcos, Inc.
#:
N40085-10-D-5304
co^GFR-EnMronrurntd
Boring/Test No:
P-4A
Setup Data
Test Date:
19-Feb-13
Investigator:
CFC
Test Depth:
91.4 H (cm)
Depth to Water Table:
228.6
S (cm)
Borehole Diameter:
8.3 2r (cm)
Depth to Impermeable:
152.4
(cm)
Reservoir Height:
61.0 D (cm)
Reservoir Area:
81.1
A (Cmz)
Constant Head:
20.0 h (cm)
Water Temperature:
16
(°C)
Soil Description:
SAND (SP-SM), tan -orange, fine, trace roots Soil Alpha:
0.12
Field Readings
__________
Reading
_________ _ r_________________________________________�
_ _ _______________ _______
Time Actual i Level i Time Interval
r_____________________________i______________________________
; Water Consumption Flow Rate
----------NO=-----------t-----(-HH_mm_Ss)----
_ __ _Reservoir
------Lcm� !
-------^---
-
LTLI------------(min) ------'--
`--------------
--(cm�------�mL3---j-(cmfmin)
_
---_------__ 0 -------------
i _ 15:30:00 j 29 ;_-__-1299
--------------------------•-------------------'•-
i
i
_LmLfmi91
------•--------- ------------+---------------+----------------t-------------+--------------
1 _ 15:30:20 2S 1 1623 0.3 j 4 i 324 12.00 972.88
---------------------------+---- --------------------' -------------------%--- ---------------- +---------------------- •--------------- t--------------- +--------------+-------------
2 15:30:52 I 22 1866 I 0.5 I 3 I 243 I 5.63 456.04
--------------------------+---------------------------F---------------------F-------------------+----------------------+---------------+---------------+--------------+--------------
-----_---_--3-------------=-------15.31.22 ; 19 2110 ; 0.5 I 3 ; 243 I 6.00 ; 486.44
t---------------t----- + +
4 15:3115:31:52 i 16 2353 0.5 3 ; 243 6.00 486.44
---------------------------'-----------"-------`--------------'-'--"-----------------j----
5
15.32.22 13 ;
-------------------�-
__--_25960.5
-
3
243
_
--- - -486.44
i 6.00
6
! 15:32,53 10 i
--------------------�-----------------------'-------
2839 i 0.5
3 i
-----------------------------------------------
243
--- ----
- -------
1 5.81 470.75
•--- -'
--------------------------4
i
--------------------------- --------------------F------------------- )---------------------+'
!
!--------------j-------------
---------------------------
+--------------------------- F--------------------- F-------------------
+______________________F
--------------- F---------------
+--------------- F--------------
--------------------------- _--------------------------- r----------------------------------------- i-------------------------------------- r--------------- i--------------- _____________
______________________t___________________
__________________________________________________________________________________________________.-----------
i i I
------------------------------------------------------ 1---------------------------------------------------------------- :_______________:_______________
1200.0
1000.0
800.0
d,
m
3 600.0
400.0
ms
=02H
200.0
I
0.()-.--
====
I
I
F
I
i
I
I
0 1 2
3 4
5
6
7
Reading No.
Calculations
Field Saturated
Hydraulic Conductivity,
Kf t
L =
157.2
L/h =
7.86 by US
Bureau of Reclamation, 1990
Kf�t =
0.275
cm/min
h/r =
4.85
Kf.t =
6.491
in/hr
C =
1.70
by Reynolds et al., 1993
Kf, =
0.196
cm/min
Vk/Va =
0.93
Kfe t =
4.629
in/hr
AVG =
0.235
5.56
cm/min
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-1349 Special Operations Training Complex
Location: Stone Bay,MCB Cam Le'eune, NC
P I
GER Project #: 110-6171
crnunew.t.r
earn ou. aa.1-6
cmr.hmc>�
�a +.r� �re,.n.
Client: C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G.MoEnAmnmental
R smrce+, Inc.
Contract #: N40085-10-D-5304
Ca
Boring/Test No: P-4B
Setup Data
Test Date: 19-Feb-13
Investigator: CFC
Test Depth: 121.9
H (cm) Depth to Water Table: 259.1
5 (cm)
Borehole Diameter: 8.3
2r (cm) Depth to Impermeable: 259.1
(cm)
Reservoir Height: 30.5
D (cm) Reservoir Area: 81.1
A (cm')
Constant Head: 20.0
h (cm) Water Temperature: 16
(°C)
Soil Description: Silty SAND (SM),
light tan, fine, trace clay Soil Alpha: 0.12
Field Readings
--------------------- ______r______
Reading Time Actual
__________________________________r______________________r_______________________________�______________________________
i _ -Reservoir Level _ : Time Interval : _Water Consumption_ ; _ - Flow Rate _
No
:_ LTLl------; (min) -----(cm�-_.
_CML
,_(cm/min�.�mL[min�
_-�HH:mmssj
------------0----------- 14:54:00
-,----___(cm)
33 975 ------- t-------------------------------
4---------------f-------------
'--------------------------^-----------------
1a14F31--9� 162 I 2.18 :176.89
----------- --------------------- - - ------- -------- --------F------ -------�--------=---------------------------
2 14:55:42 1 30 1 1218 1 0.8 1 1 81 1 1.28 103.50
--------------------------- ---------------------------F---------------------f------------------{----------------------t---------------t---------------i---------------t--------------
3 1 14:56:22 29 1 1299 i 0.7 1 1 1 81 I 1.50 1 121.61
____________1_________________________-_____________________t___________________t______________________t_______________f_______________i_______________t____-_________
4 14:57:10 28 1380 0.8 1 1 81 1.25 101.34
5 14:58:05
27 1461 0.9 1
81
1.09 88.44
_ -
-- ----- --'------- --- -
-------------------'---j-'------------------------Y----------"'-------Y------...
6 14:59:01
....... ____________________"1------"^------------------
------- 1
26 1542 0.9 1
81
1.07 86.86
------------�------------r-------14:59:56-------r--------ZS------r--- -1623----------------0.9--------r-------1------r-----81-----i-----1.09----r---88.44 --
----------'-------------{--------------------------!--------------------- F------ ------------- ------------------------------------!--------------- ---------------------------
--------------------------- +---------------------------
F--------------------- ------------------- j---------------------- j--------------- 1. ---------------
{---------------f--------------
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ t _ _ _ _ _ _ _ _ _ _ _ _ _ _ { _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ t _ _ _ _ _ _ _ _ _ _ _ _ _ _
___________________________------------------------------------------------- ______________________________________-._______________ ----------------------------------------------
------------------------------ -------------------------------------------------
200.0
150.0
a
m
_
3 100.0
-
0
4L
-
-
50.0
-
J
00
0 1 2 3 4 5 6
7 8
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kft
L = 157.2
L/h = 7.86
by US Bureau of Reclamation, 1990 Kfs,t =
0.051
cm/min
h/r = 4.85
Kf.t =
1.198 in/hr
C = 1.70
by Reynolds et al., 1993 Krmt =
0.036 cm/min
V,/V, = 0.93
Kf� t =
0.842 in/hr
AVG =
0.043 cm/min
1.02 in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:
P-1349 Special Operations Training Complex
Enli, '.=r:%
Hechtou➢ M➢I.rl01s
Location:
Stone Bay, MCB Camp Lejeune, NC
G.t.,"n'°•'
nd Wnai H,i.n.
GER Project #:
110-6171
Client:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
GaoenAmnmw WI °'°aces. Inc.
Contract #:
N40085-10-D-5304
c�*�f1•v enema.A
Boring/Test No: P_5A
Setup Data
Test Date:
19-Feb-13
Investigator:
CFC
Test Depth:
68.6
H (cm) Depth to Water Table:
137.2
S (cm)
Borehole Diameter:
8.3
2r (cm) Depth to Impermeable:
182.9
(cm)
Reservoir Height:
7.6
D (cm) Reservoir Area:
81.1
A (cm')
Constant Head:
20.0
h (cm) Water Temperature:
16
(DC)
Soil Description:
SAND (SP-SM), gray,
fine, trace roots Soil Alpha:
0.12
Field Readings
----------
Reading
�-----_f_____________________-____
Time Actual
--------------- __-r_____-______----------------------------
Level !Time Interval : Consumption
..____-____
- Rate
----------NO.......
iHH:mmss)
__ --Reservoir
•-------Lcm)----- - LTLl------•-------Smin)-- --r--
-Water
(cm)
---CmL)
-Flow
(cm/mini QmL/min)
0
--------------
12:27:00
33 975
r
r
I
1
•--------------------------------------------�-----------------•---
12:27,40
_ ----------------+-----
30 1 1218 0.7 1
_ --------- ---------------•--------------+--------------
3
243
1 450 364.83
_
------------------------'-+------'-------------------
------------------F----- ------------- ----------------------
12:28:10 1 27 1461 1 0.5 1
3 243
1 6.00 486.44
---------------------------
3-------------i-_-_---12:28:47
+-------- -----------------+-
-------- ------------ F------- ------------ +---------------------- +--------------- +---------------
24 1704 1 0.6 1 3 1
243
+---------------+--------------
1 4.86 1 394.41
____________ ______-------- ------- - - ----------------------- r----------------------
------------4-------------'-------12:29:24------'--------21--------'------1947-----'--------0`6 3 1
- -------
243
+, 4.86 39441
-----------5-------------
12 30A1
--------`
;--------- 18__------y__--__2191 ................. D.6
1
----_3 ?
243
1 4.86_ 394.41
1
--------------------------{----------------------------------------------- ------------------- a---------------------- +,--------------- +--------------- j--------------- +--------------
---------------------------
1
1
-------
--------------------------- i--------------------------- ____________________ f___________________ A ---------------------- j--------------- }--------------- j--------------- }--------------
----------------------------
600.0
500.0
w 400.0
m
3 300.0
200.0
100.0
0.0
0
1 2 3 4
5
6
Reading No.
Calculations
Field Saturated Hydraulic
Conductivity,
Kf„f
L =
88.6
L/h =
4.43
by US Bureau of Reclamation, 1990
Kf„f =
0.230
cm/min
h/r =
4.85
Kf„ f =
5.438
in/hr
C =
1.70
by Reynolds et al., 1993
Kfs,f =
0.159
cm/min
Vk/V, =
0.93
Kfs,f =
3.753
in/hr
"G =
0.195
cm/min
4.60
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:
P-1349 Special Operations Training Complex
NdIDr000a Mdbrldls
Location:
Stone Bay,MCB Cam Lejeune, NC
P 1
®`°`"""°'
nn udtrai Nvsid".
GER Project #:
110-6171
1C.1
Client:
Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G E'
c°°e"wronroN,mi acts°N.cds, Inc.
Contract #:
N40085-10-D-5304
C°"°°"�"g a"s'"°°�
Boringfrest No:
P-5B
Setup Data
Test Date:
19-Feb-13
Investigator: CFC
Test Depth:
121.9 H (cm)
Depth to Water Table: 274.3
S (cm)
Borehole Diameter:
8.3 2r (cm)
Depth to Impermeable: 182.9
(cm)
Reservoir Height:
30.5 D (cm)
Reservoir Area: 81.1
A (cm')
Constant Head:
20.0 h (cm)
Water Temperature: 16
("C)
Soil Description:
Clayey SAND (SC), tan -orange, fine, trace roots Soil Alpha: 0.12
Field Readings
_ _ _ ________--------------------- ______r_---------------------------------------- r____------ ____________r_______r---------- _--------------------
Reading Time Actual 1 Reservoir Level Time Interval Water Consumption ;_ __ _- Flow Rate _
•----------------------------------------' '---------------------- - -
No
m_ss�_ !---_--(cm) y____LmL�______________(min)
?__(cml i
---'-
(mL�(cmfmin1__(rmLfmin1
---'-
-----'
0
'----- ----�- ------
12:45:00 30
-------
1218 i --------------1------------81-----i-----1.33----i---108.10
_
-------------1 ---------
--------12:45:45---------------29--------r---1299------,---------0.7
+,------'--------!--------------
------------ ----
2
--------------------------f-------------------- -r-------------------
12:46:38 28
--------------- -------;f---------
1380 0.9 1
------
81
1.13 91.78
---------------------------
3
{--------------------------- F--------------------- F------------------- }---------------------- }--------------- }--------------- }---------------}--------------
12:47:34 27 I 1461______j__.__.__0.9 1 81 : 1.07 i 86.86
---r--------- ----------------
-------t---------------}
-
-------------82.45
5
12:49:33 25
------•--------
1623 1.0 1
------
81
----- ---- ---
1.00 ! 81.07
6
12:50:32 24
1704 1.0 1
81
1.02 ! 82.45
___________________________{-------------------------- 4____________________ ;___________________{___{--------------- F---------------
{-------------------------------
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ } _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ F _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ } _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ } _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ } _
_ _ _ _ _ _ _ _ _ _ _ _ _ _ } _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ } _ _ _ _ _ _ _ _ _ _ _ _ _ _
___________________________}__________________________._____________________F_________________________________________t_______________t_______________i_______________t______________
120.0
100.0
:.::
_...
__..
.....
v
80.0
m
-
3
0
-
-
-
40.0
20.0
0.0
0 1 2
3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kf,t
L =
172.4
L/h =
8.62 by US Bureau of Reclamation, 1990 Kf.t =
0.047
cm/min
h/r =
4.85
Kf.t =
1.118
in/hr
C = 1.70
by Reynolds et al., 1993 Kf.t =
0.033
cm/min
V,/V,
= 0.93
Kf.t =
0.785
in/hr
AVG =
0.040
cm/min
0.95
in/hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project:
Location:
GER Project #:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
110-6171
.-na-•'•,
H.nla..; Mato r:
0an'O°h^°°'
naaami
Client:
C. Allan Bamforth, Jr. Engineer -Surveyor, Ltd.
G E
G°°E""'°"'"`"��
iZ
,I.C.
n°`°°"to°`''"
Contract#:
N40085-10-D-5304
c•^•H�"^e
Boring/Test No:
P-7
Setup Data
Test Date:
19-Feb-13
Investigator:
CFC
Test Depth:
76.2 H (cm)
Depth to Water Table:
131.1
S (cm)
Borehole Diameter:
8.3 2r (cm)
Depth to Impermeable:
152.4
(cm)
Reservoir Height:
45.7 D (cm)
Reservoir Area:
81.1
A (cm')
Constant Head:
20.0 h (cm)
Water Temperature:
16
(°C)
Soil Description:
Silty SAND (SM), tan, fine, trace clay
Soil Alpha:
0.12
Field Readings
_________i___________________________r-_-_
Reading
__________________________________________---_______r_____________________________________-_____-_--__-_________
Time Actual ;_ Reservoir Level----------j Time Interval
Flow Rate_
i Consumption j_----_
_ _-No,
-_
_ �HH:mmss� _ _ (cm)
imL� __ (min)
-Water
(cml
(mL�
_
_. (cmfmin� (mLfmin�
0 -------------•--------
i 11:30:00 28
- - - I�'
1380 !
+
'
1 _11:30:55- 26- - 2- i i162 218: 176.89
1542 0.9
___________________________------- +-___________________+------------------- {---------------------- 4--------------- ,------ ___ {__- .__+__-_-___-_____
2 11:31:30 25 ; 1623 ; 0.6 1 81 1 1.71 138.98
---------------------------+--------------------------- +--------------------- +------------------- 4---------------------- +--------------- 4--------------- 4--------------- f--------------
3 11:32:06 24 ; 1704 i 0.6 1 81 i 1.67 i 135.12
:3 :4 t t 81
4_ _j 11:32:46 23 ; 1785 0.7 1 1.50 ; 121.61
----------------------------------------------`--'----------------------------------------------------`-'--
5 '---'---------------------------j------------------j--------'----------'---............-......
11:33:22 22
1866 0.6
1
81
1.67 135.12
6
----'----------------------
! _ 11:34:00 _ 21
------------------------r----------'-----'---•-----'
1947 i 0.6
--'--------
81
--
i 1.58 128.01
•--_ _ _1
------------•---------------------r- --- ---------•---------------•---------------•-'-----------
7 11:34:41 20 ; 2029 0.7 1 i 81 1 46 118.64
--------------------------- ------------ ------------- -------- ------------+-------------------4--------------------'+---------------+---------------4---------------+'-------'-----
8 11:35:21 i 19 2110 0.7 ; 1 81 1.50 1 121.61
--------- .................{----..... -----------------!--------------------F-------------------+---------------------+---------------+---------------{---------------4--"----'-----
--------------------------- %----------------------------------------------- ------------------ ----------------------
---------------------------
)--------------- i--------------- I --------------- f--------------
200.0
150.0
a
-
to
100.0
3
o
LL
so
0.0
0 1 2 3
4 5 6 7
8 9
Reading No.
Calculations
Field Saturated Hydraulic
Conductivity,
Krs"t
L =
74.9
L/h =
3.74 by US
Bureau of Reclamation, 1990
Kt.t =
0.071
cm/min
h/r =
4.85
Kf.t =
1.677
in/hr
C =
1.70
by Reynolds et al., 1993
Kf�, =
0.049
cm/min
VkIV, =
0.93
Kfe t =
1.157
In/hr
AVG =
0060
;.42
cm/min
in/hr

LABORATORY TESTING
The enclosed laboratory results represent the subsurface soil properties encountered at the
specific boring locations based on the laboratory testing performed. It is possible that soil
properties and conditions between the individual boring locations and depths will be different
from those indicated.
GER

Page 1 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
SAMPLE
NUMBER
DEPTH
(FEET)
SAMPLE
TYPE
CLASS.
MOISTURE
CONTENT
M
%
FINES
OTHER TESTS
BMP-1
3
SS
SP
8.6
4.7
SIEVE
BMP-2
5
SS
SM
14.7
17.9
SIEVE
BMP-6
3
SS
SM
23.4
13.2
SIEVE
BMP-8
3
SS
SP
6.2
4.1
-
BMP-10
1
SS
SP-SM
3.9
7.6
SIEVE
BMP-13
2
SS
SM
19.9
20.2
-
PP-1
1
SS
SP-SM
8.1
8.3
-
PP-4
1
SS
SP-SM
18.6
5.3
-
PP-5
1
SS
SM
19.0
14.3
-
PP-6
1
SS
SP-SM
9.0
7.2
-
Tests performed in accordance with applicable ASTM Standards. GER

Page 2 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
MAXIMUM
OPTIMUM
SAMPLE
DEPTH
SAMPLE
CLASS.
MOISTURE
%
PH
DRY
MOISTURE
SOAKED
SWELL
OTHER
NUMBER
(FEET)
TYPE
CONTENT
FINES
DENSITY
CBR
(%)
TESTS
(%)
(Poq
( /o)
PB-1
1 to 3
Bulk
SP-SM
9.4
-
7.79
108.4
12.8
7.7
0.0
-
PB-2
1 to 3
Bulk
SP-SM
7.3
6.1
-
104.5
13.2
5.4
0.0
SIEVE
PB-4
1 to 3
Bulk
SP-SM
10.7
9.7
7.96
112.0
11.6
7.9
0.0
-
PB-5
1 to 3
Bulk
SP-SM
6.7
6.5
5.92
104.1
13.7
6.1
0.0
SIEVE
PB-7
1 to 3
Bulk
SP-SM
6.9
-
-
108.0
13.2
6.3
0.0
-
PB-8
1 to 3
Bulk
SP-SM
7.8
5.8
7.78
108.0
12.7
6.5
0.0
-
PB-9
1 to 3
Bulk
SM
19.3
-
-
106.2
13.7
4.0
0.0
-
PB-10
1 to 3
Bulk
SC
16.8
- I
- 1
118.4
12.6
2.6
0.2
-
Tests performed in accordance with applicable ASTM Standards. GER

Page 3 of 3
LABORATORY TEST RESULTS SUMMARY
Project: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
Number: 110-6171
Date: 07/18/2013
SAMPLE
NUMBER
DEPTH
(FEET)
SAMPLE
TYPE
CLASS.
MOISTURE
CONTENT
(%)
%
FINES
ILL
PL
PI
OTHER TESTS
SB-1
5
SS
SP-SM
-
9.2
-
-
-
-
SB-1
14
SS
CH
45.2
-
55
19
36
-
SB-1
24
SS
CL
34.9
-
45
21
24
-
SB-2
3
SS
SP-SM
-
7.4
-
-
-
-
S13-2
11
SS
CL
26.0
-
43
19
24
1-
SB-2
19
Tube
CH
41.4
-
55
19
36
1 CONSOLIDATION
SB-3
1
SS
SM
-
12.2
-
-
-
-
S13-3
14
SS
CL
41.6
-
47
22
25
-
SB-3
29
SS
CL
30.2
-
37
24
13
-
SB-4
5
SS
CL
30.3
-
-
-
-
-
SB-4
19
SS
CH
40.7
-
52
18
34
-
SB-5
7
SS
CL
25.6
-
-
-
-
-
SB-5
14
SS
CL
40.7
-
44
24
20
-
SB-7
5
SS
SM
26.0
29.5
-
-
-
-
S13-8
3
SS
CL
30.5
-
-
-
-
-
Tests performed in accordance with applicable ASTM Standards. GER

One Dimensional Consolidation Test
Stress Versus Strain Plot - Square Root of Time Method
0.0
5.0
�IT
10.0
e
15.0
c
S
to
20.0
25.0
30.0
0.1 1.0 Stress (ksf) 10.0 100.0
Compression Index, Cc: 0.473
Estimated Preconsolidation Pressure, P'c (ksf): 2.60
Ao: 0.89
Swelling Index, Cs: 0.052
Estimated Effective Overburden Pressure, P'o (ksf): 1.60
Estimated OCR: 1.63
Recompression Index, Cr 0.029
Estimated Undrained Strength (ksf): 0.54
Estimated Su/P(oc): 0.34
Initial Wet Unit Weight (pcf) = 110.8
Initial Dry Unit Weight (pcf) = 78.3
Initial Water Content % = 41.4
( )
Initial Saturation (%) = 99.4
Project: P-1349 Special Operations Training Complex
Project #: 110-6171
Location: Stone Bay, MCB Cam Le'eune, NC
Y� P 1
Client: C. Allan Bamforth
Gr°unaw,�,r
Specific Gravity = 2.63
Initial Void Ratlo1.10Boring:
Sample Classification: Silty CLAY (CH), Gray, with Fine Sand
SB-2Liquid
G E
Limit = 55
Sample Depth (fQ: 19
0ancu1°ne Ept
Plastic Limit = 19
Report Date: 7/1812013

.' • _
.1
1
1
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arm
1 •
CI
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Imlll■Ilnlll■In�
IIIIi,11.11111111■11111111
fil
IIIII.11111111.11111111
mill
Mill
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IIIIII
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Illllll■►illllll■Illllll
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IIIIIIII■11111%�:�IIIII
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'lllllll"II�IIII'nlllll
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■
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t�O�t.Ott�It��tl�ttllt/Jt��tltttl
t�����A1ttt�'t��tl�ttllt/�t���ttt1
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lllll■1IIIIIII■�IIIIII
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Initial Wet Unit - • •cf) = 110.8 Project:Special Operations
Initial Dry Unit Weight• - •110-6171
SpecificInitial Water Content (%) = 41.4 Location: Stone Bay, MCB Camp Lejeune, INC
Initial Saturation (%) = 99.4 Client: C. Allan Bamforth
Boring:
Initial Void Ratio = 1.10 Sample Depth (ft): 19
Liquid Limit = 55 Reportt.7/1812013 GE� ......

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-1
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan and Light Gray, Fine, Trace Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 108.4
Optimum Moisture (%): 12.8
130.0
125.0
120.0
115.0
U. 110.0
a_
105.0
z
w
} 100.0
o:
0
Illlllllll�bxrl
•1 s
[.nil
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-1
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan and Light Gray, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 108.4 Blows Per Layer: 12
Optimum Moisture (%): 12.8 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 9.4 Compaction Before Soaking (%): 94.9
After Soaking Moisture (%): 17.7 Compaction After Soaking (%): 94.9
Unsoaked CBR Value: N/A
Soaked CBR Value: 7.7
Swell (%): 0.0
160.0
140.0
U) 120.0
a
100.0
0
p 80.0
J
•11
40.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
0.500
—o—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-2
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 104.5
Optimum Moisture (%): 13.2
130.0
125.0
120.0
115.0
v 110.0
a_
w
105.0
z
w
100.0
K
0
95.0
•M
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-2
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 104.5 Blows Per Layer: 12
Optimum Moisture (%): 13.2 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 7.3 Compaction Before Soaking (%): 95.0
After Soaking Moisture (%): 19.9 Compaction After Soaking (%): 95.0
Unsoaked CBR Value: N/A
Soaked CBR Value: 5.4
Swell (%): 0.0
300.0
250.0
200.0
a
150.0
0
Q
O
100.0
50.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
0.500
—0— Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-4
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Tan and Gray, Fine, Trace Silt,
Trace Fine Gravel
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 112.0
Optimum Moisture (%): 11.6
130.0
125.0
120.0
115.0
U 110.0
a_
z
105.0
z
w
} 100.0
a
�l.Xrl
85.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-4
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Dark Tan and Gray, Fine, Trace Silt,
Trace Fine Gravel
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 112.0 Blows Per Layer: 12
Optimum Moisture (%): 11.6 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 10.7 Compaction Before Soaking (%): 94.6
After Soaking Moisture (%): 16.2 Compaction After Soaking (%): 94.6
Unsoaked CBR Value: NIA
Soaked CBR Value: 7.9
Swell (%): 0.0
300.0
250.0 --
200.0 —
N
a
150.0
G
Q
O
100.0
50.0
0.0
0.000
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-5
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 698A
Maximum Dry Density (pcf): 104.1
Optimum Moisture (%): 13.7
130.0
125.0
120.0
115.0
v 110.0
IL
z
105.0
z
w
100.0
K
0
�bXrl
85.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-5
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 104.1 Blows Per Layer: 12
Optimum Moisture (%): 13.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 6.7 Compaction Before Soaking (%): 94.5
After Soaking Moisture (%): 19.6 Compaction After Soaking (%): 94.5
Unsoaked CBR Value: NIA
Soaked CBR Value: 6.1
Swell (%): 0.0
200.0
180.0
160.0
140.0
rn 120.0
a
100.0
0
p 80.0
J
'. 1 v
E11
20.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
0.500
-0- Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-7
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt,
Trace Fine Gravel
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 108.0
Optimum Moisture (%): 13.2
130.0
125.0
120.0
115.0
U 110.0
a.
Y
105.0
n
z
w
100.0
0
95.0
01611
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-7
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt,
Trace Fine Gravel
Test Method:
ASTM D 1883
Maximum Dry Density (pcf): 108.0 Blows Per Layer:
11
Optimum Moisture (%):
13.2 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
6.9 Compaction Before Soaking (%):
95.0
After Soaking Moisture (%): 17.2 Compaction After Soaking (%):
95.0
Unsoaked CBR Value: N/A
Soaked CBR Value: 6.3
Swell (%): 0.0
200.0
180.0
160.0
140.0
in 120.0
a
100.0
0
aO 80.0
J
40.0
20.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
—o—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-8
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 698A
Maximum Dry Density (pcf): 108.0
Optimum Moisture (%): 12.7
130.0
125.0
120.0
115.0
U 110.0
a_
105.0
z
w
} 100.0
Awl
•M
f
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-8
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Tan, Fine, Trace Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 108.0 Blows Per Layer: 8
Optimum Moisture (%): 12.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 7.8 Compaction Before Soaking (%): 94.5
After Soaking Moisture (%): 19.3 Compaction After Soaking (%): 94.5
Unsoaked CBR Value: N/A
Soaked CBR Value: 6.5
Swell (%): 0.0
200.0
180.0
160.0
140.0
55 120.0
IL
100.0
G
p 80.0
J
1 1'
II 1
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-9
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine,
with Wood Fragments and Organics
Test Method:
ASTM D 698A
Maximum Dry Density (pct): 106.2
Optimum Moisture (%): 13.7
130.0
125.0
120.0
115.0
LL
U 110.0
a.
~ 105.0
w
z
w
100.0
0
95.0
zone
85.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-9
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine,
with Wood Fragments and Organics
Test Method:
ASTM D 1883
Maximum Dry Density (pcf): 106.2 Blows Per Layer:
15
Optimum Moisture (%):
13.7 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
19.3 Compaction Before Soaking (%):
94.2
After Soaking Moisture (%): 20.1 Compaction After Soaking (%):
94.2
Unsoaked CBR Value: NIA
Soaked CBR Value: 4.0
Swell (%): 0.0
200.0
180.0
160.0
140.0
in 120.0
a
100.0
0
p 80.0
J
20.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Number:
6002-110
Sample Number:
PB-10
Sample Depth:
1 to 3 feet
Sample Description:
Clayey SAND (SC), Dark Brown, Fine, with Silt,
Trace Fine Gravel, Trace Wood Fragments
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 118.4
Optimum Moisture (%): 12.6
130.0
125.0
120.0
115.0
v 110.0
a
r
~ 105.0
z
Z
W
100.0
o:
0
95.0
85.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number: 110-6171
Number: 6002-110
Sample Number: PB-10
Sample Depth: 1 to 3 feet
Sample Description: Clayey SAND (SC), Dark Brown, Fine, with Silt,
Trace Fine Gravel, Trace Woad Fragments
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 118.4 Blows Per Layer:
15
Optimum Moisture (%): 12.6 Surcharge Weight (lbs.):
10
In Situ Moisture (%): 16.8 Compaction Before Soaking (%):
94.4
After Soaking Moisture (%): 18.3 Compaction After Soaking (%):
94.3
Unsoaked CBR Value: N/A
Soaked CBR Value: 2.6
Swell (%): 0.2
100.0
90.0
80.0
70.0
in 60.0
a
50.0
O
p 40.0
J
�1
20.0
10.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
0.500
Soaked CBR

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-1
Sample Depth:
3 feet
Sample Description:
SAND (SP), Light Tan, Fine to Medium, Trace Silt
Test Method:
ASTM D 422
100
90
E 80
M
3 70
50
w
50
c 40
LL
30
20
C 10
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2inch
100.0
11/2Inch
100.0
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.8
20
98.1
40
93.5
60
71.9
100
20.3
200
4.7
I�
I111,
I�I
I �"I'
1,
�
I III
I1-�I
I I
I11,�
�III11,�I
I"11,■
IIIIII"I■III'III1,■II"II„�)
III'1,■IIIII'1,�II'II„■'
IIIIII"I�IIIIII„�IIIII1
1�I
II'11,�IIIII1,�I'1111,■
I
I I1"I
I I I
I I I"�
I I I
I 11,
��
I I I'
11,
I I I
I11,
I I I
I1"■
100.000 10.000 1,000 0.100 0.010 0.001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-2
Sample Depth:
5 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2Inch
100.0
1 112 Inch
100.0
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
100.0
20
99.8
40
99.2
60
94.3
100
57.5
200
17.9
IIIIIIII�I�lllllll��llllli�►l�I II111■�IIII11■�IIII111■�
IIIIII1�1�11111111��1111111\��I III11��111111��1111111�■
IIIII11�1■IIII1111��1111111��11III11��111111�■IIIIIII��
IIIII11�1�11111111��1111111�1�11III11��1111111�■IIIIIII��
IIIII11�1■IIIIIIII�■Illlllll�i,�I II111��1111111��1111111�■
IIIII11�1■IIIIIII1��1111111�\�I III11�■IIIII11��1111111�■
IIIII11�1�11111111��1111111��11III11��111111��111111�■
IIIII11�1�11111111��11111111�■II IIII1��111111�■IIIIIII�■
IIIII11�1■IIIIIIII�■Illlll l��lidlll�■IIIII11��1111111��
IIIII11�1�1111111��11111'1��111111��111111��111111�■
100,000
10.000
1.000
0.100
0.010
0,001
0,000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-6
Sample Depth:
3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
11/2Inch
100.0
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
100.0
20
99.4
40
96.6
60
79.3
100
24.6
200
13.2
t 80
rn
3 70
60
60
c 40
LL
30
20
a. 10
0 --
100.000 10.000 1.000 0.100 0.010 0.001 0.000
,II �
IIIIIII■Irllllllll■■IIIIIIII■■I
III11■■IIIIIII■■IIIIII■■
IIIIIII■I■IIIIIII■■IIIIIII\■IIIIII■■IIIIIII■■IIIIII■■
IIIIIII■I■IIIIIIII■■IIIIIII111■IIIIII■■IIIIIII■■IIIIIII■■
IIIIIIII■I■IIIIIIII■■IIIIIIII�►■II
IIIII■■IIIIIII■■IIIIII■■
IIIIIIII■I■IIIIIII■■IIIII111■■IIIIIII■■IIIIII■■IIIIIII■■
IIIIIIII■I■IIIIIII■■IIIIIII■III
IIIII■■IIIIII■■IIIIII■■
IIIIIIII■I■IIIIIII■■IIIIIIII■I■IIIIII■■IIIIIII■■IIIIII■■
IIIIIIII■I■IIIIIIII■■IIII1111■l�IIIIIII■■IIIIIII■■IIIIII■■
�
IIIIII■I■IIIIII■■IIIIIIII■■I{!lI11■■IIIIIII■■IIIIII■■
IIIIIII■I■IIIIIII■�Illlll■■IIIIII■■IIIIII■■IIIIII■■
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
BMP-10
Sample Depth:
1 foot
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2 Inch
100.0
11/2Inch
100.0
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.7
20
99.5
40
97.2
60
77.2
100
24.2
200
7.6
IIIII11rl■IIIIIII■■Ililii�i■■I III11■■IIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIII1111�■II IIIII■■IIIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■Illlllll�i■II IIIII■■IIIIII■■IIIIII■■
IIIIIII■I■IIIIIII■■IIIIII111■IIIIII■■IIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIIIIIII■■IIIIII■■IIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIIIIIII■III IIIII■■IIIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIIIIIII■1�11IIIII■■IIIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIIII!1■!�I IIIII■■IIIIII■■IIIIII■■
IIIIIII■I■IIIIIII■■illll'1■!IIIIII■■IIIIII■■IIIIII■■
IIIIIII■I■IIIIII■■IIIII'I■■IIIIII■■IIIIII■■IIIIII■■
100.000
10.000
1.000
0.100
o.oio
0.001
0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110-6171
Project Number:
6002-110
Sample Number:
PB-2
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
100
90
L 80
3 70
60
50
c 40
LL
30
20
a 10
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2Inch
100.0
11/2Inch
100.0
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
99.8
10
99.6
20
99.4
40
97.2
60
74.3
100
18.8
200
6.1
dllllll�I�IIIIIII■■IIIIIII■■IIIIIII■■IIIIII■■IIIIIII■■
''IIIIIII■I■IIIIIII■■IIIIIIII■■IIIIIII■■IIIIII■■IIIIIII■■
IIIIIII■IIIIIIII■■Illlllllt�■II
III11■■IIIIII■■IIIIIII■■
IIIIIII■I■IIIIIIII■■IIII111111■IIIIII■■IIIIII■■IIIIII■■
IIIIIII■I■IIIIIIII■■IIII1111�■IIIIII■■IIIIIII■■IIIIII■■
IIIIIII■I■IIIIIII■■IIIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
IIIIIII■I■IIIIIII■■IIIIIIII■III
IIIII■■IIIIIII■■IIIIII■■
IIIIIII■I■IIIIIII
■IIIIII■i►�IIII11■■IIIII■■IIIIII■■I
IIIIII■I■IIIIII■■IIIIIII■■►IIIII■■IIIIIII■■IIIIII■■
100.000 10,000 1.000 0.100 0,010 0.001 0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-1349 Special Operations Training Complex
Stone Bay, MCB Camp Lejeune, NC
GER Project Number:
110.6171
Project Number:
6002-110
Sample Number:
PB-5
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Tan, Fine, Trace Silt
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
2Inch
100.0
11/2Inch
100.0
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
99.8
10
99.7
20
99.5
40
97.4
60
74.2
100
24.3
200
6.5
IIIIIII■Irllllllll■�Illlllli■�IIII11■�IIII111■■IIIIIII■�
IIIIIII■I■IIIIIIII■IIIIIII■�I III11■IIIIIII■■IIIIIII■�
IIIIIII■I�IIIIIII■■IIIIIII1t��ll IIIII■■IIIIIII■■IIIIIII■�
IIIIIII■I�IIIIIII■■IIIIIII111■II IIIII■■IIIIIII■■IIIIIII■�
IIIIIII■I■IIIIIIII■�IIIIIII■�II IIIII■�IIII11■IIIIIII■�
IIIIIII■I■IIIIIIII■IIIIIII■►�I IIIII■�IIII11■�III111■�
IIIIIII■I�III1111■■IIIIIIII■III IIIII■IIIIIII■■IIIIIII■�
IIIIIII■I�IIIIIII■�IIII1111■t71111111■■IIIIIII■■IIIIIII■�
IIIIIII■I�IIIIIII■�IIIIII,1■�I IIIII■■IIIIIII■�IIII11■�
IIIIIII■I�IIIIIIII■�IIIII1■�ijilll■�IIII11■�IIII11■■
100.000
10.000
1.000
0.100 0.010
0.001
0.000
Grain Size (mm)

Design Maps Detailed Report Paget of4
`UM Design Maps Detailed Report
2012 International Building Code (34.588610N, 77.44353°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Figure 1613.3.1(1)1" S, = 0.159 g
From Figure 1613.3.1(21 "1 S, = 0.074 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class V. N or S.
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 R/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI > 20,
• Moisture content w >> 40%, and
• Undrained shear strength s, < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2
http://geohazards.usgs.gov/designmaps/us/report.php?template=minimal&latitude=34.588... 7/ 17/2013

Design Maps Detailed Report
Page 2 of 4
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake
spectral response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT F.
I'Site Class Mapped Spectral Response Acceleration at Short Period
S,<-0.25 S,=0.50 S,=0.75 S,=1.00 S,>:1.25
A
0.8
0.8 0.8 0.8
0.8 1
B
1.0
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 1.0
1.0
D
1.6
1.4 1.2 1.1
1.0
E
2.5
1.7 1.2 0.9
0.9
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line
interpolation for intermediate values of S,
For Site Class = D and S. = 0.159 g, F. = 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F,
Site Class
Mapped Spectral Response Acceleration at 1-s Period
S,<-0.10 S,=0.20 S,=0.30 S,=0.40 S,>!0.50
A
0.8 0.8 0.8 0.8
0.8
i
B
1.0 1.0 1.0 1.0
1.0
C
1.7 1.6 1.5 1.4
1.3
D
2.4
2.0 1.8 1.6
1.5
E
3.5 3.2 2.8 2.4
2.4
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.074 g, F„ = 2.400
http://geohazards.usgs. gov/designmaps/us/report.php?template=minimal& latitude=34.588... 7/ 17/2013

Design Maps Detailed Report
Page 3 of 4
Equation (16-37):
Equation (16-38):
S„s = F,Ss = 1.600 x 0.159 = 0.254 g
S„,= FPS, =2,400x0.074=0.177g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39):
Equation (16-40):
Sos=3/3S„s=%x0.254=0.169g
So, =�/3SM, =2/3x0.177 = 0.118g
http://geohazards.usgs.gov/designmaps/us/report.php?template=minimal&latitude=34.588... 7/ 17/2013

Design Maps Detailed Report
Page 4 of 4
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD(0.2 second) RESPONSE ACCELERATION
VALUE OF Sos
RISK CATEGORY
I or II
III
IV
Sos < 0.167g
A
A
A
0.167g <_ Sos < 0.33g
B
B
C
0.33g <_ Sos < 0.50g
C
C
D
0.50g <_ Sos
D
D
D
For Risk Category = I and So: = 0.169 g, Seismic Design Category = B
TABLE 1613.3.5(2)
SFiSMiC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
VALUE OF So,
RISK CATEGORY
I or II
III
IV
So, < 0.067g
A
A
A
0.067g <_ S. < 0.133g
B
B
C
0.133g <_ So, < 0.20g
C
C
D
0.2095S.,
D
D
D
For Risk Category = I and S., = 0.118 g, Seismic Design Category = B
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = B
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(1).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(2).pdf
http://geohazards.usgs.gov/designmaps/us/report.php?template=minimal&latitude=34.588... 7/ 17/2013

Design Name: ROAD FLEXIBLE
Design Type :
Roads
Pavement Type :
Flexible
Road Type:
Road
Terrain Type :
Flat
Analysis Type :
CBR
Depth of Frost (in) :
4
Wander Width (in) :
33.35
Layer Information
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/2612013
Non frost
Reduced
Limited
Layer Type Material Type
Frost Code Analysis
Design
Subgrade
Subgrade
CBR
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt Asphalt
NFS Compute
3.09
0
0
0
Unbound
Base
NFS Manual
8
0
0
80
Crushed Stone
Natural Subgrade CoheConless NFS Manual
Traffic Information
Pattern Name :
ROAD TRAFFIC
USE 1.5" S9.5 AND 3.0"
Vehicles
Weight (lb)
Passes per Life
Equivalent
119.0 BASED ON
Span
Passes
CAR -PASSENGER
3000
3600000
1
LOCAL EXPERIENCE
TRUCK,3 AXLE
35000
90000
781
TRUCK,5 AXLE
80000
90000
90000
TRUCK, LARGE PICKUP OR
SUV
7500
5400000
1
Equivalent Single Axle Loads 688518

Design Name:
Design Type
Pavement Type
Road Type:
Terrain Type
Analysis Type
Depth of Frost (in)
Wander Width (in) :
% Load Transfer
Effective K (pci)
Reduced Sub Effective K (pci)
Joint Spacing
Dowel Spacing:
Dowel Length :
Dowel Diameter:
Pavement Thickness Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
ROAD RIGID Date : 7/26/2013
Roads
Rigid
Road
Flat
K
4
33.35
0
208
0
10 to 15 ft
12.00 in
16.00 in
.75 in
Layer Information
_
Non frost
Reduced
Limited
K
Layer Type
Material Type
Frost Code
Flexural
Strength
o �0
Steel
Analysis
Design
Thickness
Subgrade
Strength
Subgrade
Penetration
Strength
(psi)
(pci)
(in)
(in)
(in)
PCC
N/A
NFS
650
0
Compute
6
0
0
0
Base
Unbound
NFS
0
0
Manual
6
0
0
0
Crushed Stone
Natural Subgrade
CoheCotnless
NFS
0
0
Manual
0
0
0
150
Traffic Information
Pattern Name: ROAD TRAFFIC
Vehicles
Weight (Ib)
Passes per Life
Span
Equivalent
Passes
CAR -PASSENGER
3000
3600000
1
TRUCK, 3 AXLE
35000
90000
1086
TRUCKS AXLE
80000
90000
90000
TRUCK, LARGE PICKUP OR
7500
5400000
1
SUV
Equivalent Single Axle Loads 45890

Design Name:
Design Type
Pavement Type
Road Type:
Terrain Type
Analysis Type
Depth of Frost (in)
Wander Width (in) :
Layer Information
SHOOTERS LOT UNIMPROVED
Roads
Flexible
Parking Area
Flat
CBR
4
33.35
Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Date : 7/26/2013
Non frost
Reduced
Limited
Layer Type
Material Type
Frost Code
Analysis
Design
Subgrade
Subgrade
CBR
Thickness
Strength
Penetratio
Strength
(in)
(in)
n (in)
Asphalt
Asphalt
NFS
Compute
4.37
0
0
0
Base
Unbound
NFS
Manual
8
0
0
80
Crushed Stone
Natural Subgrade
Cohesive Cut
NFS
Manual
0
0
0
2
Traffic Information
PARKING
Pattern Name : TRAFFIC
Vehicles
Weight (lb)
Passes per Life
Equivalent
Span
Passes
CAR - PASSENGER
3000
3600000
1
TRUCK, 3 AXLE
35000
90000
90000
TRUCK, LARGE PICKUP OR
SUV
7500
5400000
1
Equivalent Single Axle Loads 3976
UNIMPROVED SECTION THAT
WILL LIKELY REQUIRE
EXTENSIVE UNDERCUTTING

Pavement Design Report
U.S. Army Corps of Engineers
PCASE Version 2.09.02
Design Name:
SHOOTERS LOT IMPROVED
Date : 7/26/2013
Design Type :
Roads
Pavement Type :
Flexible
Road -Type:
Parking Area
Terrain Type :
Flat
Analysis Type :
CBR
Depth of Frost (in) :
4
Wander Width (in) :
33.35
Layer Information
Non frost Reduced
Limited
Design Subgrade
Subgrade CBR
Layer Type
Material Type
Frost Code
Analysis
Thickness Strength
Penetratio Strength
(in) (in)
n (in)
Asphalt
Asphalt
NFS
Compute 2.26 0
0 0
Base
Unbound
NFS
Manual 8 0
0 80
Crushed Stone
Natural Subgrade
Cohesive Cut
NFS
Manual 0 0
0 4
Traffic Information
PARKING
Pattern Name:
TRAFFIC
INCREASE TO 3"
Vehicles
Weight (Ib)
Passes per Life
Equivalent
ASSUMED IMPROVEMENT W
Span
Passes
CAR -PASSENGER
3000
3600000
1
GEOGRID REINFORCEMENT;
TRUCK, 3AXLE
35000
90000
90000
WILL REQUIRE LESS
TRUCK, LARGE PICKUP OR
7500
5400000
1
UNDERCUTTING
SUV
Equivalent Single Axle Loads
3976

VERTICAL ANALYSIS
re 1
gyp'
Driving Concrete Pile
Soil Data:
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 70.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 40.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Depth
-ft
Gamma
-lb/f3
Phi
C
-k /f2
K
-lb/i3
e50 or Dr
%
Nspt
Depth
-ft
Width
-in
Area
-in2
Per. I
-in -in4
E
-kp/i2
Weight
-kp/f
0
112
31
0.00
31
29
8
0.0
12
144.0
48.0 1728.0
3000
0.150
7
50
28
0.00
6
11
2
40.0
12
144.0
48.0 1728.0
3000
0.150
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 3.94-kp `Soil Weight is not included
Side Resistance (Down)= 76.996-kp Side Resistance (Up)= 54.320-kp
Tip Resistance (Down)= 82.706-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Qult= 159.702-kp Total Ultimate Capacity (Up)= 58.264-kp
Total Allowable Capacity (Down) Qallow= 70.979-kp Total Allowable Capacity (Up) Qallow= 28.086-kp
OK! Callow > Q
Settlement Calculation:
At Q= 70.00-kp Settlement= 0.06074-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GER P-1349 Training Building
110-6171

VERTICAL ANALYSIS
a
Driving Concrete Pile
Snil r)nfn.
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 90.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 45.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
re 1
Depth
-ft
Gamma
-lb/f3
Phi
C
-k /f2
K
-lb/i3
e50 or Dr
%
Nspt
Depth
-ft
Width
-in
Area
-in2
Per. I
-in -in4
E
-kp/i2
Weight
-kp/f
0
112
31
0.00
31
29
8
0.0
12
144.0
48.0 1728.0
3000
0.150
7
50
28
0.00
6
11
2
45.0
12
144.0
48.0 1728.0
3000
0.150
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
42
55
34
0.00
45
40
12
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 4.38-kp 'Soil Weight is not included
Side Resistance (Down)= 105.738-kp Side Resistance (Up)= 71.972-kp
Tip Resistance (Down)= 110.381-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Qult= 216.120-kp Total Ultimate Capacity (Up)= 76.353-kp
Total Allowable Capacity (Down) Qallow= 96.053-kp Total Allowable Capacity (Up) Qallow= 36.369-kp
OK! Callow >Q
Settlement Calculation:
At Q= 90.00-kp Settlement= 0.07748-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GER P-1349 Training Building
110-6171

VERTICAL ANALYSIS
oil
Driving Concrete Pile
Soil Data:
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 120.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 50.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Depth
-ft
Gamma
-Ib/f3
Phi
C
-kp/f2
K
-Ib/i3
e50 or Dr
%
Nspt
Depth
-ft
Width
-in
Area
-in2
Per. I
-in -in4
E
-k /i2
Weight
-k /f
0
112
31
0.00
31
29
8
0.0
12
144.0
48.0 1728.0
3000
0.150
7
50
28
0.00
6
11
2
50.0
12
144.0
48.0 1728.0
3000
0.150
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
42
60
35
0.00
80
53
20
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 4.82-kp 'Soil Weight is not included
Side Resistance (Down)= 139.744-kp Side Resistance (Up)= 92.935-kp
Tip Resistance (Down)= 149.068-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Quit= 288.812-kp Total Ultimate Capacity (Up)= 97.752-kp
Total Allowable Capacity (Down) Qallow= 128.361-kp Total Allowable Capacity (Up) Qallow= 46.122-kp
OK! Callow > Q
Settlement Calculation:
At Q= 120.00-kp Settlement= 0.10762-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GEZ P-1349 Training Building
110-6171

LATERAL ANALYSIS
Driving Concrete Pile
Soil Data:
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 70.0 -kp
Shear Load, P= 6.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 40.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data:
Depth
-ft
Gamma
-lb/f3
Phi
C
-k /f2
K
-Ib/i3
e50 or Dr
%
Nspt
Depth
-ft
Width
-in
Area
-in2
Per, I
-in -in4
E
-kp/i2
Weight
-k /f
0
112
31
0.00
31
29
8
0.0
12
144.0
48.0 1728.0
3000
0.150
7
50
28
0.00
6
11
2
40.0
12
144.0
48.0 1728.0
3000
0.150
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
Single Pile Lateral Analysis:
Top Deflection, yt= 0.25900-in
Max. Moment, M= 17.92-kp-f
Top Deflection Slope, St=-0.00395
OKI Top Deflection, 0.2590-in is less than the Allowable Deflection= 100.00-in
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not, the pile may fail under the load conditions.
GER P-1349 Training Building
110-6171

LATERAL ANALYSIS
ar
Driving Concrete Pile
Soil Data:
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, C= 120.0 -kp
Shear Load, P= 8.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 50.0 -it
Top Height, H= 0 -it
Slope Angle, As= 0
Batter Angle, Ab= 0
Pile Data -
Depth
-ft
Gamma
-Ib/f3
Phi
C
-k /f2
K
-Ib/i3
e50 or Dr
%
Nspt
Depth
-ft
Width
-in
Area
-in2
Per. I
-in -in4
E
-kp/i2
Weight
-kp/f
0
112
31
0.00
31
29
8
0.0
12
144.0
48.0 1728.0
3000
0.150
7
50
28
0.00
6
11
2
50.0
12
144.0
48.0 1728.0
3000
0.150
12
45
0
0.25
18
2.5
1
30
50
28
0.00
6
7
1
34
60
35
0.00
70
56
22
37
55
33
0.00
40
42
13
42
60
35
0.00
80
53
20
Single Pile Lateral Analysis:
Top Deflection, yt= 0.40100-in
Max. Moment, M= 26.58-kp-f
Top Deflection Slope, St=-0.00597
OK! Top Deflection, 0.4010-in is less than the Allowable Deflection= 100.00-in
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not, the pile may fail under the load conditions.
GEZ P-1349 Training Building
110-6171

VERTICAL ANALYSIS
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 5.0 -kp
Shear Load, P= 0.0 -kip
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 8.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
gyp'
Brivngeonereteple 6"X6" TIMBER POST
Snit nata• Pile Data:
Depth
Gamma
Phi
C
K
e50 or Dr
Nspt
Depth
Width
Area
Per. I
E
Weight
-ft
-lb/f3
-kp/f2
-lb/i3
%
-ft
-in
-in2
-in -in4
-kp/i2
-kp/f
0
115
0
0.75
136
1.10
6
0.0
6
36.0
24.0 108.0
500
0.018
7
50
0
0.50
42
1.50
3
8.0
6
36.0
24.0 108.0
500
0.018
12
45
0
0.25
15
2.50
1
22
60
36
0.00
65
54
20
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 0.13-kp 'Soil Weight is not included
Side Resistance (Down)= 11.503-kp Side Resistance (Up)= 11.503-kp
Tip Resistance (Down)= 1.012-kip Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Quit= 12.516-kp Total Ultimate Capacity (Up)= 11.632-kp
Total Allowable Capacity (Down) Qallow= 5.619-kip Total Allowable Capacity (Up) Qallow= 5.130-kip
OKI Qallow > Q
Settlement Calculation:
At Q= 5.00-kip Settlement= 0.01636-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
GER P-1349 Ped Bridges
110-6171

VERTICAL ANALYSIS
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap= 0 %
Shear Condition: Static
(with Load Factor)
Vertical Load, Q= 8.0 -kp
Shear Load, P= 0.0 -kp
Moment, M= 0.0 -kp-f
Profile:
Pile Length, L= 12.0 -ft
Top Height, H= 0 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0
Soil Data: Pile Data:
Depth
Gamma
Phi
C
K
e50 or Dr
Nspt
Depth
Width
Area
Per. I
E
Weight
-ft
-Ib/f3
-k /f2
-lb/i3
%
-ft
-in
-in2
-in -in4
-kp/i2
-kp/f
0
115
0
0.75
136
1.10
6
0.0
6
36.0
24.0 108.0
500
0.018
7
50
0
0.50
42
1.50
3
12.0
6
36.0
24.0 108.0
500
0.018
12
45
0
0.25
15
2.50
1
22
60
36
0.00
65
54
20
Vertical capacity:
Weight above Ground= 0.00 Total Weight= 0.14-kp 'Soil Weight is not included
Side Resistance (Down)= 15.511-kp Side Resistance (Up)= 15.511-kp
Tip Resistance (Down)= 0.563-kp Tip Resistance (Up)= 0.000-kp
Total Ultimate Capacity (Down) Quit= 16.073-kp Total Ultimate Capacity (Up)= 15.649-kp
Total Allowable Capacity (Down) Qallow= 8.037-kp Total Allowable Capacity (Up) Qallow= 6.882-kp
OK! Callow >Q
Settlement Calculation:
At Q= 8.00-kp Settlement= 0.03711-in
At Xallow= 1.00-in Qallow= 99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
G EZ P-1349 Ped Bridges
110-6171

Shallow Foundation Bearing Capacity Determination
GeoEnvironmental Resources, Inc.
Project: P-1349 SOTG
Project #: 110-6171
Date: 7/24/2013
Fnninaar• (`FC
SIN [E LAYERBEARiNq
CAPACiTy
TWO LAYER BEARiNq CAPACiTy
Square
Strip
First Layer
Second Layer
Footing Width (ft) =
3
Footing Width (ft) =
2
Footing Width (ft) =
Footing Width (ft) _
Depth of Footing (ft) =
2
Depth of Footing (ft) =
2
Depth of Footing (ft) =
Depth of Footing (ft) _
Soil friction angle =
30
Soil friction angle =
30
Soil friction angle =
Soil friction angle =
Soil cohesion (psf) =
0
Soil cohesion (psf) =
0
Soil cohesion (psf) =
Soil cohesion (psf) _
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
Soil unit weight (pcf) _
Ng =
12.8
Ng =
15.0
Ng =
0.0
Ng = 0.0
Nc =
37.5
Nc =
30.0
Nc =
5.1
Nc = 5.1
Nq=
18.3
Nq=
18.3
Nq=
1.0
Nq= 1.0
Layer 1 quit (psf) =
6139
Layer 1 qult (psf) =
5685
Layer 1 qult (psf) =
0
Layer 2 qult (psf) = 0
FS =
2.5
FS =
2.5
FS =
FS =
qall (psf) =
2456
qall (psf) =
2274
qall (psf) _
#DIV/0!
call (psf) _ #DIV/0!
Critical Depth
USE =
2000
USE =
2000
Square Footing =
#DIV/0!
Strip Footing =
#DIV/0!
Buildings

Shallow Foundation Hearing Capacity Determination
Geo Environmental Resources, Inc.
Project: P-1349 SOTG
Project #: 110-6171
Date: 7/24/2013
En ineer: CFC
SIN [E LA
ER BE RiNq CAPACiTy
Two LAYERBEARiNq
CAPACiTy
Square
Strip
First Layer
Second Layer
Footing Width (ft) =
Footing Width (ft) =
4
Footing Width (ft) =
4
Footing Width (ft) =
4
Depth of Footing (ft) =
Depth of Footing (ft) =
2
Depth of Footing (ft) =
2
Depth of Footing (ft) =
3
Soil friction angle =
Soil friction angle =
28
Soil friction angle =
28
Soil friction angle =
0
Soil cohesion (psf) =
Soil cohesion (psf) =
0
Soil cohesion (psf) =
0
Soil cohesion (psf) =
750
Soil unit weight (pcf) =
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
110
Soil unit weight (pcf) =
75
Ng =
0.0
Ng =
10.9
Ng =
10.9
Ng =
0.0
Nc =
6.4
Nc =
25.7
Nc =
25.7
Nc =
5.1
Nq =
1.0
Nq =
14.7
Nq =
14.7
Nq =
1.0
Layer 1 cult (psf) =
0
Layer 1 qult (psf) =
5626
Layer 1 cult (psf) =
5626
Layer 2 quit (psf) =
4080
FS =
2.5
FS =
2.5
FS =
2.5
FS =
2.5
call (psf) =
0
call (psf) =
2250
call (psf) =
2250
call (psf) =
1632
Critical Depth
USE =
USE =
Square Footing =
1.0
USE =
1500
Strip Footing =
1.9
Retaining Wall

GEOTECHNICAL EXPLORATION PROCEDURES
Boring, Sampling & Standard Penetration Testing
Standard penetration testing and split barrel sampling are conducted at regular intervals in a
borehole in accordance with ASTM D 1586. Standard practice on most GER projects is to
perform this testing and sampling continuously within the upper 10 feet of the subsurface, and
then at maximum 5-foot center -to -center intervals thereafter. At the desired test depth, the
drilling tools are removed and a split barrel sampler is connected to the drilling rods and
lowered back into the borehole. The sampler is first seated six inches into the bottom of the
hole to penetrate any loose cuttings from the drilling operations. It is then driven an additional
12 inches by the impact of a 140 pound hammer free -falling 30 inches. The number of hammer
blows required to drive the sampler for each 6-inch interval is recorded. The combined number
of blows required to drive the sampler the final 12 inches is designated standard penetration
resistance or N-value. Representative portions of soil from each split barrel sample are placed in
air tight glass jars or plastic bags and transported to a laboratory.
Undisturbed Sampling
Split barrel samples are used for visual examination and simple laboratory classification tests;
however, they are disturbed and not sufficiently intact for quantitative laboratory testing such
as strength or consolidation. When such laboratory testing is desired, relatively undisturbed
samples are obtained by slowly pushing a 3-inch diameter, thin -walled (16 gauge) galvanized
steel tube into the soil at desired sampling depths. This is followed by carefully removing the
soil -filled tube from the borehole and sealing the ends to prevent moisture loss. The procedure
is described in ASTM D 1587. Undisturbed tube samples are most frequently used for sampling
cohesive soils (clay and silt), but may be used to sample fine grained cohesionless soils with the
aid of a piston sampling head.
Excavation
When explorations do not require machine -drilled borings, excavations, test pits, hand auger
borings and other means described in ASTM D 4700 may be used to observe shallow
subsurface conditions and to collect soil samples. The maximum depth of these methods is
generally limited by the depth of groundwater. These methods are useful in obtaining bulk
samples for laboratory classification, compaction and other remolded tests.
Rock Coring
Core drilling methods described in ASTM D 2113 are used to advance boreholes into rock or
extremely dense soils which are not penetrable by conventional boring methods and typically
exhibit more than 100 blows per foot by ASTM D 1586. Core drilling methods employed by GER
use double tube swivel -type designed equipment with a drilling fluid, in which an outer tube
rotates and performs the cutting while the inner tube remains stationary and collects a
continuous sample of rock.
In -Situ Methods
In -situ tests are sometimes used on projects to obtain additional subsurface data. These
methods provide direct and empirical measurement of various soil properties without collection
of actual samples. Because samples are not collected, it is not common practice in the U. S. to

utilize in -situ tests alone to accomplish geotechnical investigations. On projects where in -situ
testing is used, it is customary to perform them in conjunction with borings.
Soil Classification
Soil classification tests provide a general guide to the engineering properties of various soil
types. Samples obtained during drilling operations are examined and visually classified by an
engineer or geologist according to consistency, color and texture. These classification
descriptions are included on the boring records. The classification system is primarily qualitative
and for detailed soil classification, two laboratory tests are necessary; grain size tests and
plasticity tests. Using these test results, the soil can be classified according to the AASHTO or
Unified Classification System (ASTM D 2487). Each of these classification systems and the
in -place physical soil properties provides an index for estimating the soil's behavior. The soil
classification and physical properties obtained are presented on the following sheets.
Grain Size Tests
Grain size tests are performed to determine the soil classification and the grain size distribution.
The soil samples are prepared for testing according to ASTM D 421 (dry preparation) or ASTM
D 2217 (wet preparation). The grain size distribution of soils coarser than the #200 U.S.
Standard Sieve (0.074 mm opening) is determined by passing the samples through a standard
set of nested sieves. Materials passing the No. 200 sieve are suspended in water and the grain
size distribution calculated from the measured settlement rate. These tests are conducted in
accordance with ASTM D 422.
Plasticity Tests
Plasticity tests are performed to determine the soil classification and plasticity characteristics.
The soil plasticity characteristics are defined by the Plastic Index (PI) and the Liquid Limit (LL).
The PI is related to the volume changes which occur in confined soils beneath foundations. The
PI and LL are determined in accordance with ASTM D 4318.
Physical Properties
The in -place physical properties are described by the specific gravity, wet unit weight, moisture
content, dry unit weight, void ratio and percent saturation of the soil. The specific gravity and
moisture content are determined by ASTM D 854 and D 2216, respectively. The wet unit weight
is found by obtaining a known volume of soil and dividing the wet sample weight by the known
volume. The dry unit weight, void ratio and percent saturation are calculated values.
California Bearing Ratio
The California Bearing Ratio (CBR) test is a comparative measure of the shearing resistance of a
soil. It is used with empirical curves to design asphalt pavement structures. The test is
performed in accordance with ASTM D 1883 or Virginia Test Method Designation VTM-8. A
representative bulk sample is compacted in a six-inch diameter CBR mold in five (5) equal
layers, using 45 evenly spaced blows per layer with a 5.5 lb. hammer falling 12 inches. CBR
tests may be run on the compacted samples in either soaked or unsoaked conditions, with
samples penetrated at the rate of .05 inches per minute to a depth of 0.5 inches. The CBR
value is the percentage of the load it takes to penetrate the soil to a specified depth compared
to the load it takes to penetrate a standard crushed stone to the same depth.
V
U
O

Consolidation Tests
Consolidation tests determine the change in height of a soil sample with increasing load. The
results of these tests are used to estimate the settlement and time rate of settlement of
structures constructed on similar soils. The test is run in accordance with ASTM D 2435 on a
single element of an extruded undisturbed sample. The test sample is trimmed into a disk
approximately 21/2 inches in diameter and one inch thick. The disk is confined in a stainless
steel ring and sandwiched between porous plates and subjected to incrementally increasing
vertical loads, with the resulting deformations measured with micrometer dial gauges. Void
ratios and percent strain deformation are then calculated from these readings. The test results
are presented in the form of a stress -strain or vertical pressure versus void ratio curve.
Triaxial Shear Tests
Triaxial shear tests are used to determine the strength characteristics and elastic properties of a
soil sample. Triaxial shear tests are conducted either on relatively undisturbed samples of virgin
material or on remolded -compacted samples of representative site materials. The samples are U
then trimmed into cylinders and encased in rubber membranes. Each is then placed into a
compression chamber and confined by hydrostatic cell pressure. An axial load is applied until
the sample fails in shear. Test results are presented in the form of stress -strain curves and v
stress paths to failure.
Various types of triaxial tests may be performed. The most suitable type of triaxial test is V)
determined by the loading conditions imposed on the soil in the field and by drainage N
characteristics of the site. Types of triaxial tests normally performed include: W
• Consolidated-Isotropic-Undrained (CIU test)
• Consolidated-Anisotropic-Undrained (CK U test)
• Consolidated -Isotropic -Drained (CID test)
• Consolidated-Anisotropic-Drained (CK D test)
• Unconsolidated-Undrained (UU test)

CONETEC INTERPRETATION METHODS
A Detailed Description of the Methods Used in
ConeTec's CPT Interpretation and Plotting Software
Revision SZW-Rev 02
March 12, 2008
Prepared by Jim Greig
CONETEC

CoNETEc ConeTec
Environmental and Geotechnical Site Investigation Contractors
ConeTec Interpretations as of March 12, 2008
ConeTec's interpretation routine provides a tabular output of geotechnical parameters based on current
published CPT correlations and is subject to change to reflect the current state of practice. The
interpreted values are not considered valid for all soil types. The interpretations are presented only as a
guide for geotechnical use and should be carefully scrutinized for consideration in any geotechnical
design. Reference to current literature is strongly recommended. ConeTec does not warranty the
correctness or the applicability of any of the geotechnical parameters interpreted by the program and does
not assume liability for any use of the results in any design or review. Representative hand calculations
should be made for any parameter that is critical for design purposes. The end user of the interpreted
output should also be fully aware of the techniques and the limitations of any method used in this program.
The purpose of this document is to inform the user as to which methods were used and what the
appropriate papers and/or publications are for further reference.
The CPT interpretations are based on values of tip, sleeve friction and pore pressure averaged over a
user specified interval (e.g. 0.20m). Note that q, is the tip resistance corrected for pore pressure effects
and q. is the recorded tip resistance. Since all ConeTec cones have equal end area friction sleeves, pore
pressure corrections to sleeve friction, f5, are not required.
The tip correction is: qt = q� + (1-a) • u2
where: q, is the corrected tip resistance
q, is the recorded tip resistance
u2 is the recorded dynamic pore pressure behind the tip (u2 position)
a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones)
The total stress calculations are based on soil unit weights that have been assigned to the Soil Behavior
Type zones, from a user defined unit weight profile or by using a single value throughout the profile.
Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium
pore pressures below the water table or from a user defined equilibrium pore pressure profile (this can be
obtained from CPT dissipation tests). For over water projects the effects of the column of water have
been taken into account as has the appropriate unit weight of water. How this is done depends on where
the instruments were zeroed (i.e. on deck or at mud line).
Details regarding the interpretation methods for all of the interpreted parameters are provided in Table 1.
The appropriate references cited in Table 1 are listed in Table 2. Where methods are based on charts or
techniques that are too complex to describe in this summary the user should refer to the cited material.
The estimated Soil Behavior Types (normalized and non -normalized) are based on the charts developed
by Robertson and Campanella shown in Figures 1 and 2. The Bq classification charts are not reproduced
in this document but can be reviewed in Lunne, Robertson and Powell (1997) or Robertson (1990).
Where the results of a calculation/interpretation are declared 'invalid'the value will be represented by the
text strings "-9999" or "-9999.0". In some cases the value 0 will be used. Invalid results will occur
because of (and not limited to) one or a combination of:
1. Invalid or undefined CPT data (e.g. drilled out section or data gap).
2. Where the interpretation method is inappropriate, for example, drained parameters in an
undrained material (and vice versa).
3. Where interpretation input values are beyond the range of the referenced charts or specified
limitations of the interpretation method.
4. Where pre -requisite or intermediate interpretation calculations are invalid.

CPT Interpretation Methods
Page 277
The parameters selected for output from the program are often specific to a particular project. As such,
not all of the interpreted parameters listed in Table 1 may be included in the output files delivered with this
report.
The output files are provided in Microsoft Excel XLS format. The ConeTec software has several options
for output depending on the number or types of interpreted parameters desired. Each output file will be
named using the original COR file basename followed by a three or four letter indicator of the
interpretation set selected (e.g. BSC, TBL, NLI or IFI) and possibly followed by an operator selected suffix
identifying the characteristics of the particular interpretation run.
Table 1
CPT Interpretation Methods
Interpreted
Description
Equation
Ref
Parameter
Mid Layer Depth
Depth
(where interpretations are done at each point then Mid
Depth (Layer Top) + Depth (Layer Bottom) / 2.0
Layer Depth = Recorded Depth)
Elevation
Elevation of Mid Layer based on sounding collar elevation
Elevation = Collar Elevation - Depth
supplied by client
nvggc
Avgqc
Averaged recorded tip value (qc)
ri'.'
n=1 when interpretations are done at each point
Averaged corrected tip (qt) where:
4,'gvr= F,v,
Avgqt
n=1 when interpretations are done at each point
.I vpft— �f
Avgfs
Averaged sleeve friction (f,)
n=1 when interpretations are done at each point
Averaged friction ratio (Rf) where friction ratio is defined
A,,gli
Av 9 Rf
as:
.bgRf = l eO%• Avgvt
Rf =toe/ • t
n=1 when interpretations are done at each point
q
Avgu
Averaged dynamic pore pressure (u)
n=1 when interpretations are done at each point
Averaged Resistivity (this data is not always available
Avg„= 1 i RESISTIVITY,
AvgRes
since it is a specialized test requiring an additional
"-,
module)
n=1 when interpretations are done at each point
Averaged UVIF ultra -violet induced Fluorescence (this
I
Avgu=—EUVIF,
AvgUVIF
data is not always available since it is a specialized test
",-,
requiring an additional module)
n=1 when interpretations are done at each point
Averaged Temperature (this data is not always available
I g,,-- TEMPERATURE,
Av9Tem p
since it is a specialized test)
n=1 when interpretations are done at each point
Averaged Gamma Counts (this data is not always
I
A'g" _ EGAMA4i1,
AvgGamma
available since it is a specialized lest requiring an
additional module)
n=1 when interpretations are done at each point
SBT
Soil Behavior Type as defined by Robertson and
See Figure 1
2,5
Campanella
ConeTec Interpretation Methods SZW-Rev 02 CONETE[
Revised 2008-03-12

CPT Interpretation Methods
Page 3/7
Interpreted
Parameter
Description
Equation
Ref
Unit Weight of soil determined from one of the following
user selectable options:
U'Wt'
1) uniform value
See references
5
2) value assigned to each SBT zone
3) user supplied unit weight profile
T. Stress
Total vertical overburden stress at Mid Layer Depth.
TStress - �Y h
A layer is defined as the averaging interval specified by
where p is layer unit weight
Qv
the user. For data interpreted at each point the Mid Layer
h; is layer thickness
Depth is the same as the recorded depth.
E. Stress
(Tv
Effective vertical overburden stress at Mid Layer Depth
Estress = Tstress - uaq
For hydrostatic option:
Equilibrium pore pressure determined from one of the
following user selectable options:
",w = y, • (D - D„ )
Ueq
where u,q is equilibrium pore pressure
1) hydrostatic from water table depth
yw is unit weight of water
2) user supplied profile
D is the current depth
D, is the depth to the water table
Cn=(o) -s
Cn
SPT N60 overburden correction factor
where UV' is in tsf
0.5<Cn<2.0
SPT N value at 60 % energy calculated from qt/N ratios
N6o
assigned to each SBT zone. This method has abrupt N
See Figure 1
4,6
value changes at zone boundaries.
(N, )6o
SPT N60 value corrected for overburden pressure
(Nr)6o = Cn • N6o
4
Nsol�
SPT N60 values based on the Ic parameter
(gt/pa)/ N6a = 8.5 (1 - Ic/4.6)
I 5
(Nr)Bolc
SPT NBo value corrected for overburden pressure (using
1) (NI)6olc= Cn • (N6o lc)
—
4
N60 hI, User has 2 options.
2) qnn/ (Nr)6olc = 8.5 0 - Ic/4.6)
5
1) (N,)6o,.Ic=a+0((Nj)wlc)
10
2) (N+)6oulc = KSPr ((Nr)601C)
10
3) gnlnnO/ (Nr)60jc = 8.5 (1 - Ic/4.6)
5
(Nj)60jc
Clean sand equivalent SPT (Nr)601c. User has 3 options.
FC 5 5%: o = 0, p=1.0
FC a 35 / a = 5.0, 0=1.2
5% < FC < 35 % a = exp[l.76 - 5190/FC2)]
(i = [0.99 + (FC 's/1000)]
Su
Undrained shear strength - Nkr is user selectable
Su = rlr—G"
1,5
N„
k
Coefficient of permeability (assigned to each SBT zone) I
5
By du
=—
91—Cr,
Bq
Pore pressure parameter
where: Au=u—r,
1,5
and u = dynamic pore pressure
uaq = equilibrium pore pressure
Normalized qi for Soil Behavior Type classification as
Q1=gr -Q•
01
defined by Robertson, 1990
a
2, 5
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

Page 4/7
CPT Interpretation Methods
Interpreted
Description
Equation
Ref
Parameter
Normalized Friction Ratio for Soil Behavior Type
F, = 100% . fs
2,5
Fr
classification as defined by Robertson, 1990
V — Or.
SBTn
Normalized Soil Behavior Type as defined by Robertson
See Figure 2
2,5
and Campanella
SBT-BQ
Non -normalized soil behavior type based on the Bq
See Figure 5.7 (reference 5)
2, 5
parameter
SBT-BOn
Normalized Soil Behavior base on the Bq parameter
See Figure 5.8 (reference 5) or Figure 3
2, 5
(reference 2)
—Ic-- ((3.47 — IogroQ)` * (log,o Fr + 1. 22)2 ]"'
Where: yr 6fall l
Q_I l`
)(
J.
P
I�
Soil index for estimating grain characteristics
And Fr is in percent
3.8
P, = atmospheric pressure
Pat = atmospheric pressure
n varies from 0.5 to 1.0 and is
selected in an iterative manner based on the
resulting I�
FC=1.75(Ic325) - 3.7
FC
Apparent fines content (%)
FC=100 for Ic > 3.5
3
FC=O for lc < 1.26
FC = 5% if 1.64 < Ic < 2.6 AND Fr<0.5
Ic < 1.31 Zone = 7
This parameter is the Soil Behavior Type zone based on
1.31 < Ic < 2.05 Zone = 6
2.05 < Ic < 2.60 Zone = 5
Ic Zone
the Ic parameter (valid for zones 2 through 7 on SBTn
2.60 < Ic < 2.95 Zone = 4
3
chart)
2.95<Ic<3.60 Zone =3
Ic>3.60 Zone =2
Friction Angle determined from one of the following user
selectable options:
PHI
a) Campanella and Robertson
See reference
5
b) Durgunoglu and Mitchel
5
c) Janbu
11
d) Kulhawy and Mayne
Relative Density determined from one of the following user
selectable options:
Dr
a) Ticino Sand
See reference
5
b) Hokksund Sand
c) Schmertmann 1976
d) Jamiolkowski - All Sands
a) Based on Schmertmann's method involving a
Plot of SJU, /( SJU,; )ec and OCR
OCR
Over Consolidation Ratio
9
where the Su/p' ratio for NC clay is user
selectable
State
The state parameter is used to describe whether a soil is
contractive (SP is positive) or dilative (SP is negative) at
See reference
8, 6, 5
Parameter
large strains based on the work by Been and Jefferies
Es/qt
Intermediate parameter for calculating Young's Modulus,
Based on Figure 5.59 in the reference
5
E, in sands. It is the Y axis of the reference chart.
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

CPT Interpretation Methods
Page 517
Interpreted
Parameter
Description
Equation
Ref
Young's Modulus based on the work done in Italy. There
are three types of sands considered in this technique. The
Mean normal stress is evaluated from:
user selects the appropriate type for the site from:
a) OC Sands
a 3 �"+6w
• — • °+
Young's
b) Aged NC Sands
Modulus E
c) Recent INC Sands
where a, '= vertical effective stress
5
an = horizontal effective stress
Each sand type has a family of curves that depend on
mean normal stress. The program calculates mean
and an = Ka' av with Ko assumed to be 0.5
normal stress and linearly interpolates between the two
extremes provided in the Es/qt chart.
q`r
qi normalized for overburden stress used for seismic
q=+ = qt • (Pa/(TJ)os
analysis
where: Pa = atm. Pressure
3
qr is in Mpa
qnn
q=m = (qm / Pa)(Pa/(3J)
qc in dimensionless form used for seismic analysis
where: Pa = atm. Pressure and n ranges from
3
0.5 to 0.75 based on Ic.
KsaT
Equivalent clean sand factor for (Nt )60
KSPT = 1 + ((0, 75130) ' (FC — 5))
10
KPH = 1.0 for /, < 1.64
KcPT
Equivalent clean sand correction for gcrN
KPr = f(I.) fort, > 1.64 (see reference)
10
q,mu
Clean sand equivalent q�rn
q�r„c, = q.m • &p,
3
qe nv < 50:
CRRrs = 0.833 [(q,rnU/1000] + 0.05
CRR
Cyclic Resistance Ratio (for Magnitude 7.5)
10
50 S qcm,=< 160:
CRRr,s = 93 [(q.rnv/1000]3 + 0.08
CSR = (t„Aa,;) = 0.65 (an„ / g) (a•l aJ) rd
rd = 1.0 — 0+00765 z z S 9.15m
10
CSR
Cyclic Stress Ratio
rd = 1+174 — 0.0267 z 9.15 < z S 23m
rd = 0.744 — 0.008 z 23 < z S 30m
rd = 0.50 z > 30m
MSF
Magnitude Scaling Factor
See Reference
10
FofS
Factor of Safety against Liquefaction
FS = (CRR7,5 / CSR) MSF
10
Liquefaction
Statement indicating possible liquefaction
Takes into account FofS and limitations based I.
10
Status
and gnrn,•.
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet. j
State Soil Scientist Confirmation Visit date/time:
Project Name: P-1349 Special Operations Traning Complex County: Onslow
Street Address: Booker T Washington Blvd, Stone Bay, MCB Camp Leieune
Directions from the nearest intersection of two major roads: NC Hwy 210 at Range
Rd, go north on Range Rd to the Stone Bay gate, follow the road around to the right, stay
straight at the 4-way intersection, continue past the sharp left turn, meet at the gravel lot
with the 2 metal buildings, RR238 and RR239.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? EYES ®NO
Consultant Name: Charles Crawley Phone: [phone] (o) / 757-439-1666 (c)
Consultant Firm Name: GeoEnvironmental Resources, Inc.
Bore Number
1
2
3
4
5
6
7
8
a Existing Ground Elevation
24
29
27
29
30
32
35
35.5
b Proposed Bottom Elevation
22.6
24.6
24.6
25.4
30
31.5
36
36.5
c Difference a minus b
1.4
4.4
2.4
3.6
0
0.5
-1
-1
d Add 2 ft. Min. Bore Depth)
3.4
6.4
4.4
5.6
2
2.5
1
1
e Hardpan Depth?
24"
Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK? *
i Confirmation of SHWT *
20"
52"
48"
45"
40"
30"
12"
10
Bore Number
9
10
11
12
13
a Existing Ground Elevation
34
32
30
30
29
b Proposed Bottom Elevation
34
31.5
26.5
26.5
26.5
c Difference a minus b
0
0.5
3.5
3.5
2.5
d Add 2 ft. Min. Bore Depth)
2
2.5
5.5
5.5
4.5
e Hardpan Depth?
15"
18"
Approx. Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK? *
i Confirmation of SHWT *
15"
18"
42"
60"
60"
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments Consultant will be present and will assist in locating the above areas and in
making hand auger borings as necessary.
Required Attachments:

'`Weaver, Cameron
From: Gregory L. Herron [[e-mail]]
Sent: Monday, January 06, 2014 3:55 PM
To: Weaver, Cameron
Subject: RE: Express Permit Review
Attachments: BE1.pdf
Cameron,
The P-1349 Special Operations Complex project is not within the MARSOC boundary according to the attached map
Taken from Camp Lejeune's website. We would still prefer the first available morning review time.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, VA 23517
[phone]
[phone] Fax
[e-mail]
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Friday, January 03, 2014 11:32 AM
To: Gregory L. Herron
Subject: RE: Express Permit Review
We should be able to accommodate those days/times. I don't have anything scheduled then right now, so just send it in
and we'll get you set.
Cameron Weaver
Cameron. Weaver@ ncdenr.gov
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F)910-350-2004
http://ncenvironmentalassistance.org/
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Gregory L. Herron [mailto:alh(@bamforth.com]
Sent: Friday, January 03, 2014 11:19 AM
To: Weaver, Cameron
Subject: RE: Express Permit Review
Thanks Cameron. I will send the Express Review Request later today.
We would prefer to have a 10:30 review if possible on a Tuesday or Thursday.
What days are currently available for these times?

Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, VA 23517
[phone]
[phone] Fax
[e-mail]
From: Weaver, Cameron[mailto:cameron.weaverCNncdenr.00v]
Sent: Thursday, January 02, 2014 2:04 PM
To: Gregory L. Herron
Subject: RE: Express Permit Review
Hi Greg.
Probably should go ahead and get this in here when you can so that I can get you scheduled for Express. Next week is
already full and I'm spilling into the following week; ideally I can turn it around within a week or so, but things have been
picking up, so I can't always guarantee that I'll be able to set things that quickly.
Cameron
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F)910-350-2004
http://ncenvironmentalassistance.org
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Russell, Janet
Sent: Thursday, December 19, 2013 9:48 AM
To: Gregory L. Herron
Cc: Weaver, Cameron
Subject: RE: Express Permit Review
G reg,
The Express Process is the same. However, the coordinator has changed. Cameron Weaver is now coordinating the
Express reviews. Here is his contact info:
910 796-7303 or [e-mail]
Many Express folks will be off / out of the office until January beginning tomorrow. You may want to try and get that
request in today or tomorrow or else just wait until January 2 or 3rd to submit the request — which may be the best.
I will be retiring on the 31".

Happy Holidays,
Janet
From: Gregory L. Herron [mailto:glh(&bamforth.com]
Sent: Wednesday, December 18, 2013 3:51 PM
To: Russell, Janet
Subject: Express Permit Review
Good Afternoon Janet,
We are preparing a Camp Lejeune project for Express Review.
I am just checking to see if the submittal process has changed since our last project.
I am planning to send an Express review request, plans, narratives and a project map
this week to schedule a submittal meeting during the 3rtl or 4`" week of January.
Please let me know what changes I need to make if any.
Thanks,
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, VA 23517
[phone]
[phone] Fax
[e-mail]

Page I of 1
aai \
Site2(�t` 4,-
4' Site 1 : =i
t '
MARSOC
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P-1349 Special Operations Training Complex, Stone Bay
aER Project No. 110-6171
Purpose of Exploration
The purpose of this exploration was to obtain
geotechnical data from the proposed project site
and to provide recommendations associated with
the project foundations and site improvements
based on analysis of the field and laboratory data
obtained.
Project Information
The proposed project will prepare full design and
construction documents for a new training facility
at the Stone Bay installation of Marine Corps Base
(MCB) Camp Lejeune, North Carolina. A site
location plan is shown in Figure 1 and on Drawing
1 in Appendix A. The project will include a 3-story
embassy training building (48,821 SF), a single
story range head building (1,954 SF), a single story
decontamination facility (2,205 SF) and a small
guard house building. Building construction is
anticipated to include structural steel framing,
reinforced CMU walls, brick veneer, and concrete
slab -on -grade floors. Anticipated maximum
structural loads were provided as 350 kips for
columns and 5 kips/ft for walls for the training
building, and 2 kips/ft for walls for the one story
buildings. Finished floor elevations for the buildings
were provided as 32.50 feet for the training
building, 31.70 feet for the range head building,
and 28.80 feet for the decontamination facility.
Several existing buildings currently exist at the
proposed building locations and will require
demolition prior to new building construction.
Site improvements will include 3 parking lots
consisting of a 200 space permeable concrete
pavement POV lot to the west of the training
building, a 52 space permeable concrete pavement
POV lot to the south of the training building, and a
552 space bituminous surfaced "shooters" POV
parking lot further west of the main complex.
Other site improvements include bituminous
surfaced realigned roadways, a rigid concrete
pavement access road around the training building,
a 180 LF concrete retaining wall east of the access
road, 2 timber pedestrian bridges, security fencing,
walks, utilities, wet and dry stormwater detention
basins, and several bioretention stormwater
basins.
A separate concurrent study is being conducted to
evaluate the subsurface soil and groundwater for
July 30, 2013
Page I
Figure 1. Site Location Map
the potential need of including underslab volatile
vapor mitigation systems for the proposed
buildings.
Site Description
The project site includes two general locations
within the Stone Bay installation. The main
complex, referred to as Site 1, is located at the
current Special Operations Training Group (SOTG)
compound near the intersection of Booker T.
Washington Boulevard and Dr. G. W. Carver Street.
This site contains a mix of undeveloped wooded
property and developed property that includes
several buildings, paved roads and parking lots,
gravel surfaced open areas and associated grass
lawns, ditches and landscaped areas. Several
fences and underground utilities are located
throughout Site 1. Existing ground topography was
variable with elevations ranging from about 18 feet
to 38 feet (NAVD88) in the planned Site 1
development areas according to the site survey
provided. Several ravines and wetland areas exist
immediately outside of the proposed Site 1
improvement area limits.
The other part of the project site (Site 2) is located
on the north side of Booker T. Washington
Boulevard and is approximately t/a mile west of
Site 1. This site was predominantly open and
contained a contractor laydown yard, open grass
and gravel surfaced space, and temporary
stormwater sediment basins. The northwest
GER

P-1349 Special Operations Training Complex, Stone Bay
OER Project No. 110-6171
portion of Site 2 was heavily wooded with a
number of fallen trees. The ground surface
generally sloped down toward the northwest and
ground elevations range from about 25 to 55 feet.
Historical Image Review
Historical images of the site were reviewed using
Google Earth satellite imagery and USGS
topographic maps of the Snead's Ferry
Quadrangle. Aerial photographs dating back to
1993 indicate the Site 1 conditions have remained
mostly unchanged except for possible paving of
gravel roads and parking lots. Aerial photographs
of Site 2 indicate this area was wooded up until the
early 2000s time frame when it was partially
harvested for timber. Some site clearing occurred
around 2005, and the 2008 photograph shows
most of Site 2 being used for vehicle or material
storage. The 2011 photograph shows Site 2 as
being similar to current conditions except for the
absence of the large sediment basin at the north
part of the site. Figures 2A, 2B and 2C and
Drawing 2A in Appendix A show selected historical
aerial images of the sites.
The 1948 USGS topographic map shows Site 1 and
Site 2 as being undeveloped. The 1952 map shows
Site 1 with the current range buildings along G. W.
Carver Street, a building in the south parking lot
area, but not the 2 current metal buildings at the
proposed training building area. The 1971 and
1988 maps both show the 2 metal buildings and
Booker T. Washington Blvd. near its current
alignment. Both maps show Site 2 as undeveloped.
The 1997 map shows Site 1 as being similar to
current conditions and without the presence of the
building in the current south parking lot area. Site
2 remains undeveloped. The 2010 map appears to
show activity at Site 2 similar to current conditions,
except for the presence of the large sediment
basin. Drawing 2B in Appendix A shows selected
USGS map images of the site.
Site Geology
The project site lies within North Carolina's Atlantic
Coastal Plain physiographic province. The Coastal
Plain is characterized by an eastward thickening
wedge of marine, estuarine and Fluvial sediments
that were deposited in a series of marine
transgressive -regressive cycles, or high and low
stands of sea level, during the Holocene to Figure 2C. Site Conditions, December2011
Miocene epochs of the late Cenozoic era.
July 30, 2013
Page 2
Figure 2A. Site Conditions, March 1993
Figure 2B. Site Conditions, July 2002

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
azat Project No. 110-6171 Page 5
Measurements of water table depth were made in would not be achieved. The field saturated
the open boreholes at one to two days following hydraulic conductivity, Kra,, was calculated
completion of each boring. Soil conditions allowed according to the procedures of Reynolds et al.
reasonable measurements to be obtained without (1993) and the US Bureau of Reclamation (1990).
the need for piezometers. Boreholes were
backfilled with a cement-bentonite grout mix upon Exploration Results
completion of the measurements.
The piezocone penetration test (CPTu) sounding
was conducted using an integrated electronic
seismic piezocone with a 15 cm' tip and a 225 cm'
friction sleeve. The cone is designed with an equal
end area friction sleeve and a tip end area ratio of
0.80. The piezocone dimensions and the operating
procedure were in accordance with ASTM D 5778.
Pore pressure filter elements made of porous
plastic were saturated under a vacuum using
silicone oil as the saturating fluid. The pore
pressure element was 6 mm thick and was located
immediately behind the tip (the Uz location).
The cone was advanced using a 20-ton track
mounted CPT rig. Tip resistance (qc), sleeve
friction (fs) and dynamic pore pressure (u) data
were recorded every five centimeters as the cone
was advanced into the ground. The reported tip
resistance (qt) was corrected for porewater effects.
Field saturated hydraulic conductivity tests were
conducted at depths of about 1 to 4 feet below
grade at selected testing locations using a constant
head borehole permeameter. The constant head
method is based on Darcy's Law, Q=kiA. The test
involves creating a ponded height of water in an
open well or borehole to
establish a bulb of field
saturated soil around the
base of the borehole.
Once the saturated bulb
becomes established, the
flow of water out of the
borehole and into the soil
should approach a p
constant rate (steady =,
state flow). After the
inserting the id
permeameter into the
boreholes, measurements
of flow and time were
recorded until a relatively
steady flow rate was
observed or until it was
obvious that a steady
state flow or desired rate
The subsurface conditions encountered at the
boring and sounding locations are shown on the
test boring and cone penetration test records in
Appendix B. The test boring records represent our
interpretation of the subsurface conditions based
on visual examination of field samples obtained
and laboratory classification testing on selected
samples. The CPT sounding records represent
direct measurement and interpretation of the
subsurface conditions based on published
correlations to strength, stiffness, behavior and
other index properties. The lines designating the
interface between various strata on the testing
records represent the approximate interface
location. In addition, the transition between strata
may be gradual. The material types and strata
depths shown on the testing records are not
necessarily representative of all materials that will
be encountered during construction. Water levels
shown on the testing records only represent the
conditions present at the time frame of the
exploration. Elevations shown on the testing
records shall be considered approximate.
Soil stratiaraohy
The interpreted subsurface profile generated from
the testing locations is composed of 1 manmade
Figure 4A. Estimated Subsurface Profile, Site 1, Main Complex Area
GER

P-1349 Special Operations Training Complex, Stone Bay
aER Project No. 110-6171
and
3 native
stratigraphic
layers.
Figures
4A-4D and
Drawings
4A-4D in
Appendix
A show
estimated
subsurface
profiles
based on
selected test boring and
sounding
locations.
Variations
between the
estimated
profiles and
actual
subsurface
conditions
should be
expected.
STRATUM A is
composed of
uncontrolled fill and
possible fill that
predominantly consisted
of silty sand with traces
of gravel/stone, asphalt,
wood, clay and organic
material. The fill was
present mainly along the
sides of the existing
roads and at the
shooters parking lot
area. It extended to
depths ranging from
about 1/2 to 9 feet below
the ground surface
where encountered.
Strength and density
parameters for this layer
are expected to be
variable.
W4 ...
Figure 4B. Estimated Subsurface Profile, S& 1, North
Figure 4C. Estimated Subsurface Profile, Site 1, South
STRATUM 1 is
composed of very loose
to dense, predominantly fine gradation, relatively
clean, slightly silty, silty and clayey SAND (SP,
SP-SM, SM, SC) with occasional lenses of clay. It
was encountered below surface materials or
Stratum A and extended to variable depths of
about 3 to 15 feet below the ground surface. Many
of the 10 foot deep borings terminated in this
layer. Stratum 1 was not present at testing location
S13-9. SPT resistances in Stratum 1 ranged from 1
to 33 blows per foot (bpf) and averaged about 8
bpf. CPT tip resistance ranged from about 12 to
200 tsf and averaged about 58 tsf. Effective stress
friction angle for Stratum 1 is estimated to range
from about 28, to 40, and average roughly 33°.
July 30, 2013
Page 6
STRATUM 2 is composed of very soft to stiff, low
and high plasticity, sandy and silty CLAY (CL, CH)
with occasional sand lenses. It was encountered
from below Stratum 1 and surface materials and
extended to the termination depths of the
remaining 10 foot deep borings and to depths of
about 22 to 33 feet below the ground surface in
the deep borings and sounding. SPT resistances in
Stratum 2 ranged from 0 to 12 bpf and averaged
about 4 bpf. CPT tip resistance ranged from about
5 to 14 tsf and averaged about 7 tsf. Undrained
shear strength in this layer was indicated at about
0.2 to 1 tsf with an average of about 0.4 tsf.
Penetration resistance and shear strength of
GER

P-1349 Special Operations Training Complex, Stone Bay July 30, 2013
aut Project No. 110-6171 Page 7
Stratum 2 was notably ------
lower below the
groundwater table.
STRATUM 3 was
encountered below
Stratum 2 in most of the
deep borings and CPT
sounding and extended
to the termination
depths at these
locations. It was
indicated as very loose
to very dense, silty
SAND (SM) with trace to
abundant shell
fragments and
occasionally partly p
cemented. Stratum 3 is Figure 4
believed to be the
tertiary era River Bend,
Belgrade and/or Castle Hayne Formations. SPT
resistances in Stratum 3 ranged from 1 to over 100
bpf and averaged about 23 bpf. CPT tip resistance
ranged from about 30 to 650 tsf and averaged
about 200 tsf in this stratum. Effective stress
friction angle for Stratum 3 is estimated to range
from about 351, to 450 and average about 380.
D. Estimated 5ubsurface Profile, Site 2
Figure 5 and Drawing 5 in Appendix A show a plot
of the uncorrected SPT resistances with depth for
the soil borings. Figure 6 and Drawing 6 in
Appendix A show a profile plot of penetration
resistance and estimated soil parameters from the
CPT sounding results.
Groundwater
The groundwater table was encountered at
variable depths across the project site during the
exploration. Groundwater depths ranged from
about 7 to 11 feet below the ground surface at the
proposed training building site. Elsewhere, the
groundwater table was encountered at depths of
about 6 inches to more than 10 feet below the
ground surface. A perched water table was
encountered at a number of testing locations,
predominantly in the BMP-series and PP -series
borings, where there is a tendency for precipitation
to become perched above clay soils and occasional
layers of hardpan material.
stormwater management areas based on soil type
and stabilized water level measurements. Specific
estimates of SHWT are shown on the soil boring
records. Although seasonal groundwater levels are
usually lowest during the mid to late summer
months, significant rainfall occurred prior to and
during the field investigation. According to records
obtained from the National Weather Service,
annual precipitation for the Jacksonville, NC vicinity
is above average and the June 2013 precipitation
alone was approximately 8 inches above normal.
0
15
20
0 25
30
p 35
40
45
50
55
ao
IG'EEMENEENE
5 10 15 20 25 30 35 40 45 50
Seasonal high water table (SHWT) levels are Standard Penetration Reslsance(W
estimated to occur at depths within the upper 5 Figure S. SPT Resistance Profile
feet in the majority of the new parking and
L

P-1349 Special Operations Training complex, Stone Bay
aeR Project No. I10-6171
10
1s
20
]5
a
70
July 30, 2013
Page 8
I
0 100 2W s M 500 M M 35 M 45 W 0 1 10 0 1 10 10 100 I=
M ro Ne J. Rol F I * Mbld.d urr..a u,eyMlW as ra '. nears RW
Figure6. Estimated Resistance and Soil Parameters Profile from CPT
The water levels shown on the testing records
represent the conditions encountered at the time
frame of the exploration and do not necessarily
represent the water conditions that will be
encountered during construction. Fluctuation in the
water levels may occur due to variations in
precipitation, evaporation, construction activity,
surface runoff, tides and other local factors.
Surface Materials
A 2 to 8-inch veneer of topsoil like material was
encountered at most of the testing locations. The
typical thickness was about 6 inches. Topsoil is a
generic description meaning the surface soil
horizon and does not necessarily imply the material
is suitable for reuse on the project. Surface
material thickness and composition can be
expected to vary across the project site limits.
Also, the reported surface material thickness does
not account for the quantity of excavation that
may be required to adequately remove tree
stumps, roots, etc.
Subsurface Evaluation
We have evaluated the project information, site
conditions and subsurface conditions described in
the preceding sections with regard to supporting
the proposed buildings and the associated site
development.
Bearing capacity calculations performed for the
Stratum 1 soils at the proposed building sites
indicate a design soil bearing pressure up to 2,000
psf would be appropriate for soil supported shallow
footings. Results of settlement calculations
performed using this bearing pressure and the
maximum structural loads provided indicate total
settlements on the order of 11/2 inches for the
proposed training building and settlements of less
than 1/2 of an inch for the small one story
buildings. We expect the calculated settlement for
the training building will be intolerable and would
require the use of ground improvement or a deep
foundation system. We expect the calculated
settlements for the range head, decontamination
and guard house buildings are tolerable with
conventional shallow foundation construction.
Ground improvement alternatives using preloading
with surcharge material and rammed aggregate
piers were considered for the training building.
However, given the type of building and the
potential risks involved with need for extensive
time, surcharge material quantity and contractor
GER

A
I" Topsoil Stratum A SB,3 CPT-t
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0014
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w 0 50 100 150 200 250 300 350 400
(fed)
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Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum 1: Very loose to dense, clean, slightly silty, silty and clayey SAND (SP. SP-SM, SM, SC) with clay lenses
Stratum 2: Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3: Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
SITE MAP
N
• A
9
A
�t
•
ThNOTESsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Adual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for II
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Exolanabon
Wltv B-1
Ber, 9— &PT 8o
TV
Rep#enn
Water level rcadeng during dnlliy
i Water level reading after drilling I
i Demaes aditaral urcenainty
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GeoEnvironmental Resources, Inc.
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SUBSURFACE PROFILE
Training Complex, Stone Bay
110-6171 1 4A

1
BMP-6
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PP-2
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e
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DISTANCE ALONG PROFILE (feet)
Litholopv Graphics
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Stratum A. FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum 1: Very loose to dense, dean, slightly silty, silty and clayey SAND (SP, SP-SM, SM, SC) with day lenses
Stratum P: Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3: Very loose to very dense. silty SAND (SM) with shell fragments, partly cemented
/W
NOTES
The subsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
ExNanalion
m b tale B-1
BortlVle SPTRP.
liC'N'9l --'_—_ CPT TV
Reaea e
r Water level reading dumg ddling
t WaW level reading after dniling
? Derotes eddllional uncenainty
GeoErrAronmental Resources, Inc.
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SUBSURFACE PROFILE
Complex, Stone Bay
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110 6171 48

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° 0 50 too150 200 250 300 ---- 350
DISTANCE ALONG PROFILE (feet)
Litholocv Graphics
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PoSaid
utyyeda3
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400 450
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INTERPRETED STRATIGRAPHY
Stratum A: FILL (silty sand with stone, asphalt, wood, topsoil, etc.)
Stratum 1: Very loose to dense, clean, slightly silty, silty and clayey SAND (SP, SP-SM, SM, SC) with clay lenses
Stratum 2: Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3: Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
.10,
Thes NOTES
conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Explanation
aaetvae B-1
Maroer
mem. a— SPram
urawr _ CPT Ty
Neefti
Water level reading during dnlling
S Water level reading alter drilling
Denolee additional uncertainty
GeoEmironmental Resources, Inc.
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coy+. tr..d�.vaauz
SUBSURFACE PROFILE
raining Complex, Stone Bay
MCB Cam Le'eune, INC
rwacr,wen oaaeaerwerx
110-6171 4C

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11:ifl
20 _ 0 100 200 300 _400 500
DISTANCE ALONG PROFILE (feel)
Litholoov GraphiSily
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j�
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Stratum A: FILL (silty sand With stone, asphalt, wood, topsoil, etc.)
Stratum 1: Very loose to dense, clean, slightly silty, silty and clayey SAND (SIP, SIP-SM. SM, SC) with clay lenses
Stratum 2. Very soft to stiff, silty and sandy, low and high plasticity CLAY (CL, CH) with sand lenses
Stratum 3: Very loose to very dense, silty SAND (SM) with shell fragments, partly cemented
r]
600
IN
NOTES
The subsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated.
Not all testing locations are shown for
improved viewing.
Elevations and strata depths shown
shall be considered approximate.
Explanation
epnnple B,i
�� a 9 SPT BIoxs
S AY CPT➢p
�� fieeoWio
Water level reading during drirag
V water level reading aftM ddtling
? Denotes additional uncertainty
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SUBSURFACE PROFILE
-1349 Special Operations
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MCB Cam Le'eune, INC
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110-6171 4D

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Total Settlement (in
0.000
0.075
0.150
0.225
0.300
0.375
0.450
0.525
0.600
0.675
0.750
max (stage): 0.74 in
max (all): 0.74 in
GER
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Page 1 of 1

'l�Yeience
Page 1 of 1
Consolidation Settlement
(in)
0.00
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
max (stage): 0.19 in
max (all): 0.19 in
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Total Settlement (in)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
max (stage): 1.51 in
max (all): 1.51 in
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Page 1 of 1

4RIE101A16
Total Settlement (in)
0.00
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
max (stage):
0.19 in
max (all):
0.19 in
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1.000
1.250
1.500
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2.500
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3.000
3.250
3.500
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4.000
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4.500
4.750
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5.500
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0.500
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1.000
1.250
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2.000
2.250
2.500
2.750
3.000
3.250
3.500
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CPT Interpretation Methods Page 6/7
1000
Zone
qt/N
Soil Behavior Type
-
1
■ 2
sensitive fine grained
M 100 IF18
2
■ 1
organic material
3
■ 1
clay
4
■ 1.5
silty clay to Gay
c
5
■ 2
clayey silt to silty clay
'c
6
■ 2.5
sandy sift to clayey silt
m
7
3
silly sand to sandy silt
m6
4
sand to silly sand
9
5
sand
10
10
6
gravelly sand to sand
U
11
1
very stiff fine grained
12
® 2
sand to clayey sand'
overconsolidated a cemented
0 1 2 3 4 5 6 7 8
Fiction Ratio (%), Rf
Figure 1 Non -Normalized Behavior Type Classification Chart
too^
b��
9 Zone
Normalized Soil Behavior Type
8
1
■ sensitive fine grained
100
2
■ organic material
m
3
■ clay to silly clay
6
4
■ clayey silt In silty clay
5
silly sand to sandy silt
m
6
clean sands to silty sands
7
gravelly send to sand
8
■ very still sand to clayey sand
9
very stiff fine grained
$ 10
Em
8
z
1
0.1 1
1C
Normalized Fnction Ratio
Qc rava x 100 0
Figure 2
Normalized Behavior Type Classification Chart
ConeTec Interpretation Methods SZW-Rev 02 ConETH
Revised 2008-03-12

CPT Interpretation Methods
Page 717
Table 2 References
Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, "Use of Piezometer Cone
Date", Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.
Robertson, P.K., 1990, "Soil Classification Using the Cone Penetration Test", Canadian Geotechnical
Journal, Volume 27.
3 Robertson, P.K. and Fear, C.E., 1998, "Evaluating cyclic liquefaction potential using the cone
penetration test", Canadian Geotechnical Journal, 35: 442-459.
4 Robertson, P.K. and W ride, C.E., 1998, "Cyclic Liquefaction and its Evaluation Based on SPT and
CPT", NCEER Workshop Paper, January 22, 1997
5 Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, " Cone Penetration Testing in Geotechnical
Practice," Blackie Academic and Professional.
Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1992, "CPT Based Screening Procedure for
6 Evaluating Liquefaction Susceptibility", 45th Canadian Geotechnical Conference, Toronto,
Ontario. October 1992.
7 Jefferies, M.G. and Davies, M.P., 1993. "Use of CPTu to Estimate equivalent Nw. . Geotechnical
Testing Journal, 16(4):45&467.
8 Been, K. and Jefferies, M.P., 1985, "A state parameter for sands", Geotechnique, 35(2), 99-112.
9 Schmertmann, 1977. "Guidelines for Cone Penetration Test Performance and Design", Federal
Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation
10 Proceedings of theNCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt
LakeCity, 1996. Chaired by Leslie Youd. 11
Kulhawy, F.H. and Mayne, P.W..1990, Manual on Estimating Soil Properties for Foundation Design,
11 Report No. EL-6800, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p.
ConeTec Interpretation Methods SZW-Rev 02 C-
Revised 2008-03-12 �

�:IIMANQ
" PRI,
10

MARCH 1993 JULY 2002
SOURCE: Aerial photographs
obtained from Google Earth. Imagery
dates as noted.

APPENDIX A
D! AWINGS
GEZ

eA
t
N
MATCHLINE SEE THIS SHEET
ODrainage
Area 1
O
Drainage Area 3
A = 99,921 SF
A - 130,783 SF
I = 40,072 SF
I = 56,731 SF
©
Drainage Area 2
O
Drainage Area 4
A = 82,052 SF
A = 17,998 SF
I = 18,422 SF
I = 9,034 SF
0 Road
GRAPHIC SCALE:

. ) I

.. 1'_4',,
M'x WN
Sal Map—Onslow County, North Carolina s
m (MCB Camp Lejeune, NC)
A �
My Sole: 1:11,90DFM*ftdm A'a' Oe(u"x &9'9em.
me s
� ,NA\ 0 150 300 600 900
ry fem
0 500 1000 10W 3W0
Map eol�: Web Mecator Carte mo'rNales: VV 5a4 Edge11¢: UTM Zone 18N VOGS 4
usak Natural Resources Web Soil Survey
-91118 Conservation Service National Cooperative Soil Survey
1e• W W N
I
fR
I
WxWN
1/9/2014
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