SW8100701_HISTORICAL FILE_20100930

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 ibb�"b
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
E , HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
U l 0(-) q 3p
YYYYMMDD

FWAA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
September 30, 2010
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 100701
Birch Street Physical Fitness Center, P-1160
High Density Commercial Wet Detention Pond Project
Onslow County
Construction Contract No. N40085-09-R-3220
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for the Birch Street Physical Fitness Center, P-1160 on September 27,
2010. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC
2H.1000 and Session Law 2008-211. We are forwarding Permit No. SW8 100701
dated September 30, 2010, for the construction of the subject project.
This permit shall be effective from the date of issuance until September 30, 2020, 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 upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Christine Nelson, or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ can: S:\WQS\STORMWATER\PERMIT\100701 sep10
cc: Thomas-Sauro,. Kimley_ Horn and Associates
r Wilmington Regional Offiaie�,
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] \ Customer Service: 1-877-623-6748 NorthCaroljna
Internet: vmnv.ncwalerquality.org 'Jfi atura//ff
An Equal Opponunnyl AKonative Action Employer ��/6L `11-"

State Stormwater Management Systems
Permit No. SW8 100701
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
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
US MCB Camp Lejeune
Birch Street Physical Fitness Center, P-1160
Birch Street, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
collectively referred to as the "stormwater rules') the approved stormwater management
plans and specifications and other supporting data as attached and on file with and
approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until September 30, 2020, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
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 Section 1.10 on page 3 of this permit. The stormwater
controls, Pond 1 and Pond 2, have been designed to handle the runoff from
119,420 and 202,745 square feet of impervious area, respectively.
3. The additional bioretention cells and permeable pavement shown on the plans do
not meet State Stormwater BMP design requirements and therefore are not
considered a part of the approved state stormwater treatment system. These
additional measures are incorporated only by reference and are not enforceable
parts of the permit.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. This permit does not provide any allocation
of built -upon area for future development.
5. A vegetated filter strip is not required for this pond as it has been designed for a
90% total suspended solids removal efficiency.
Page 2 of 8

State Stormwater Management Systems'
Permit No. SW8 100701
The project shall maintain a 50' wide vegetated buffer adjacent all surface
waters, measured horizontally from the normal pool of impounded structures, the
bank of each side of rivers and streams and the mean high water line of tidal
waters. The wet detention pond(s) may not be located within the buffer and no
built -upon area is allowed within the buffer.
All runoff being directed into wetlands shall flow into and through those wetlands
at a non -erosive velocity of 2 fps or less.
8. 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.
9. The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
10. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
Pond 1
Pond 2
a. Drainage Area, acres:
Total, ft2:
Onsite, ft2:.
Offsite, ft2:
5.07
220,986
220,986
0
8.53
371,715
367,130
4,585
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
119,420
119,420
0
202,745
198,160
4,585
c. Design Storm, inches:
1.5
1.5
d. Average Pond Design Depth, ft:
3.0
3.5
e. TSS removal efficiency:
90%
90%
f. Permanent Pool Elevation, FMSL:
6.50
9.50
g. Permanent Pool Surface Area, ft2:
17,025
23,374
h. Permanent Pool Volume, ft :
52,342
78,792
i. Permitted Forebay Volume, ft3:
10,053
16,765
j. Permitted Storage Volume, ft3:
87,843
109,600
k. Temporary Storage Elevation, FMSL:
10.00
13.00
I. Pre-dev. 1 yr-24 hr. discharge rate,
cfs:
0.20
0.33
M. Controlling Orifice:
1.5" b pipe
2.0" 0 pipe
n. Orifice Flowrate, cfs:
0.06
0.11
o. Fountain Horsepower, HP:
1/6
1/3
p. Receiving Stream / River Basin
Beaverdam Creek / White Oak
q. Stream Index Number:
19-20-2
r. Classification of Water Body:
SB, NSW
II. SCHEDULE OF COMPLIANCE
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.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 100701
the system will be repaired immediately.
The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions 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 re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, hame of person performing the work and what actions were taken.
Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in Ponds 1 and 2 are 1/6 and 1/3
horsepower, respectively.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. 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. A
modification may be required for those deviations.
8. 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.
9. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 100701
10. 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 any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
c.. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, 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.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13. 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.
III. GENERAL CONDITIONS
This permit'is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change Form
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
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) having 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 100701
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 30th day of September, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Jor coieen H. 5uums, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems' "
Permit No. SW8 100701
Birch Street Physical Fitness Center, P-1160
Stormwater Permit No. SW8 100701
Onslow County
Designer's Certification
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 is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 100701
Certification Requirements:
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 outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. 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,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Page 8 of 8

DWQ USE'ONLY
Date Received
Fee Paid
Permit Number
- D/O1
&45* cc,-0-1
oD3Z23�G
SG� 00 0
Applicable Rules: ❑ Coastal SW -1995
❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ 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 form may be pliotocopied 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.):
P1160 CAMP LEIEUNE BIRCH STREET PHYSICAL FITNESS CENTER
2. Location of Project (street address):
BIRCH STREET
City:CAMP LEIEUNE County:ONSLOW Zip:28542
3. Directions to project (from nearest major intersection):
DRIVE NORTHWEST ON BIRCH STREET FROM THE INTERSECTION OF BIRCH STREET AND
HOLCOME BOULEVARD. THE PROTECT SITE WILL BE LOCATED ON THE RIGHT SIDE (NORTH) OF
BIRCH STREET IN APPROXIMATLY HALF A MILE.
4. Latitude:34° 40' 37" N Longitude:-77° 20' 33" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
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* ❑ Completed* *provide a designer's
certification
Specify the type of project (check one):
❑Low Density 01-ligh Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DWQ requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
®Sedimentation/Erosion Control: 15.86 ac of Disturbed 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:
-.. V
SEP 0 7 2010
Form SWU-101 Version 07Jun2010 Page I of

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:COMMANDING OFFICIRUS MCB CAMP LETEUNE
Signing Official & Title:CARL BAKER, DEPUTY PUBLIC WORKS OFFICE
b.Contact information for person listed in item la above:
Street Address: BLDG 1005 MICHAEL ROAD
City: CAMP LETEUNE State:NC Zip:28541
Mailing Address (if applicable): BLDG 1005 MICHAEL ROAD
City: CAMP LETEUNE
Phone: (910 ) 451-2213
Email:carl.h. baker@usmcmil
State:NC Zip:28547
Fax: (910 ) 451-2213
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a
and 2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization: SAME AS ABOVE
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Ci ty:
Mailing Address (if
City:
State: Zip:
Phone: ( ) Fax: ( )
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:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: Stab
Phone: ( ) Fax:
Email:
4. Local jurisdiction for building permits:
Point of
Phone #:
Form SWU-10t Version 07Jun2010 Paget of 7
ISEp 0 7 2010

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
RUNOFF FROM RAINFALL EVENTS WILL BE CONTROLLED BY A SERIES OF DRAINAGE INLETS
AND CONVEYED USING UNDERGROUND PIPING NETWORKS. EACH OF THESE NETWORKS WILL
EMPTY DIRECTLY INTO ONE OF TWO ON -SITE WET DETENTION PONDS. WET DETENTION POND
1 IS LOCATED IN THE NORTHWEST PORTION OF THE SITE AND WET DETENTION POND 2 IS
LOCATED IN THE SOUTHEAST PORTION OF THE SITE.
2.a.If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
IN Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the WHITE OAK River basin.
4. Total Property Area: 25.03 acres 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
Area4:25.03 acres
Total project area shall be calculated to exclude the follo7oing the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal7vetlands landward of the NHW (ar MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 30.10
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stornrcoater BMP. For lo:o densihj and otherprojects, 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.9�8 I Po'� 3 Tv.�\ I ,ir.\
Basin Information'=,
Draina ge Arca 1
Draina e Area 2
Draina ke-Area,T
Draina c Area``
Receiving Stream Name
BEAVERDAM
BEAVERDAM
BEAVERDAM
Stream Class *
SB t45W
SB I N5w
SB A5i-t
Stream Index Number *
19-2011
19-20,1
19-20,1
Total Drainage Area (so
220,986 5.07„
371,715 a_55�
497,606 0.,u
l l0g03J7 as?+�
On -site Drainage Area (so
220,986
367,130
497,606
7357dd x9.52°°
Off -site Drainage Area (so (131rc�
0
1 4,585
1 0
^I5 3 o.Nac
Proposed Impervious Area**
sf
119,420
202,745
6,066
3;t� D31
Im crviousArea** total
54.04%
54.54%
1.22%
10,1°/,
Impervious** Surface Area
Draina e Arca l
Draina e Area 2
Drainage Area I:
Drainage Area
On -site Buildings/Lots (so
64,385
18,357
0
3a74 a,
On -site Streets (so
12,878
69,193
0
a a0-? 1
On -site Parking (so
0
89,528
0
3 95 d$
On -site Sidewalks (so
5,734
13,510
0
1 9o1yy
Other on -site (so
36,423
7,572
6,066
50o(ol
Future (so
0
0
0
0
94-mite (sf) A -
0
4,585
0
46 q§
Existing BUA*** (so
0
0
0
0
Total (so:
119,420
202,745
6,066
3 3L4331
Stream Class and Index Number call be determined at: htty://yortal.rwdenr.orghoeb/wrl(ps/csu/classi'cations
Form SWU-101 Version 07Jun2010 Page 3 of 7

»" Imppervious area is defined asttlie built upon area including, but not limited to, buildings, ronrts, parking areas;
sideroalks, gravel areas etc.''
`i*'Raport only Hutt arnoun t of existing BUA tl idt will 6naht after deuelopnieat. Do' not'report any existing, B UA that
is to be reproved and roliich will be replaced Yy nets BLIA.
11, How. was the off -site impervious area listed above deteriniiied? Provide documentation. EXCISTING
DRAINAGE ANb TOPOGRAPHIC SURVEY
Proiects in'Union County: Contact DIYQ Central Office siglf to check if the protect is located within rr Threatened'&
Eirtlahk reel Species m7lershed that maybe subjecl'to more siriirgenr sloruntraer reityirenrents as per NCifC 0211.0600.
V. SUPPLEMENT AND O&M FORMS
operation; and maintenance (O&M) forms
versions'of the forms cand�e downloaded
VE SUBMITTAL REQUIREMENTS'
will be accepted and reviewed by the Division of Water Quality
:s all of theitems listedbelow..A detailed application instntction sheet
nr;httpj/l ort 1,ncdenr orgf tveh/.rvq/ws%su/statesw%forms dacs. 'Tile
I be,sub'initted to tile appropriate DWQ'Office. (Tile appropriate office
re'interactive.onlinemap at
Please indicate that the following required information have been provided "-by nutialin¢ in the spare
provided.for each iterii. All original; documents MUST besignecland initialed in blue ink. Download'tiie'latest
versi6ns'f6r each submitted application package h•om
littp/lpoi'tal:ncdenr.orej ebfwq ws/sulstatesx/FOCI does.
liiitials
1. Original and one copy of the Stormwater ManagementTermitApplication Form. Q
1. Original and one copy of tile signed and notarized Deed'Restrictions &. Protective Covenants W`I R.
Form. (if required as per
rt Vil'below)
,3. Original f-the applicablen Supplement Form(s) (sealed sifined and daled and O&M Q fr
agreenient(s) foi each BMP. - `
4. Rermitapplication processing fee of $505 payable to NCDENR..(For an Express review, refer to
http:1/w%v%v.elivlielp.org/pag6s/oiiestol2express.iiiiiiI for information on the Express program
and the associated fees Contact the appropriateregional office Express Permit Coordinator for'
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for ?-ff
6. A USGS map_identifying the site location. If the -receiving stream is reported as class SA or1tile _
ieceiving'stream drains to class SA waters within 1/2mile of tine site boundary, include tile
,
mile radius on the map.
7. Sealed, signed and dated calculations.
-
8. Two sets of plans folded to 8.5" x 14" (scaled, signed, & dated)', including:_
a. Development/Project,lianre.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.,
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters o❑ the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MFIW or NHW line of tidal
waters, and any coastal wetlands landward of the MFIW or NFIW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of.impounded
structures, the banks of steams or rivers, and the MHW (or NFIW) of tidal waters.
i. Dimensioned, property/project bouncdarywith hearings &,distances.
j. Site Layout with all BUA identified and dimensionecL
k. Existing contours, proposed contour, spot elevations, finished floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
� sEP J
Form SWU-,101 Version 07Jun2010 Page 4 of 7 0 7 2010

in. Wetlands delineated, or a-noteon
n. Lmsung aramage tinciuu
o. Drainage,areas d6neitei
p; Vegetated buffers (where
9. Copy offany applicable soils
elevations in addition.to del
to
with
that none exist ,(Must be delineated by,a
f qualifications and identify the person who
ige easentents;'pipe sizes; runoff calculotioi s:
Pain set of p1Tns; not aS a separate document).
identify'
existing
inp with the
5fdd also
to infiltration, rate.
c SHWT prior
101 A copy of the most current property deed! Deed Gook:, N/A Pagc,No; N%A tJ L ft
11. For corporations and;lfrnited li bility;cgiporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation; which supportscthe titles attdrpositions held
by the persons listed in Contact nfonnation, item..1a, 2a, and/o0i per ;NCAC'21-11003(e). The
corporation or•. LLC'nurst lie listed is an active corpgration'fn good standing with the NC
Secretary of State, ctltcrwrse'the applrcation'avill bc;relurned.
littp•//www secretar�state nc us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS'
For all subs ivisiiins, outparcels;,aiid future development, -the appropriate property restrictionsandprotective
covenants are _required to:be recorded prior to the sale of any tot. If lot sizes vary,.significantly or the proposed
BUA.allocations'vary; a table listing each lot -number, lot,Mze, and ,the. allowa.le.buitt-upon area must be
provided as an attaci niieiit to the con pleted and not arized"deed restriction form. The appropriate deed
restrictions and' protectivecovenants4orms can be downloaded from
litto: //aortill. ncdenr.mi %/ etx w; ws/su/statesw/forms docs,'Dotvnload the latest versions for each
In the instances where the applicantis different than the property owner,itis the responsibility of the properly
owner to sign the: deed restrict tons ande , protectivcovenants fo_hn while,the-applicant is responsible for ensuring
that the deed restrictions5re recorded.
By the notarized.signature(s) below', the permit holder(s) certify that the recorded property restrictions arid
protective covenants for this project, if -required, shall include all the items required in the'permitand listed
on the forms available on,the website; that tlie`covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the regtiired covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they wilt be recorded prior to the sale of any lot.
Vill, CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting enginucr acid/or.firm) so that they may provide information on your behalf for this project (such as
addressing requests foradditional information).
Consulting Engineer:TFiOMAS SAURO
Consulting Firm: K[Ml,rY-FIORN AND ASSOCIATES
Mailing Address:501 INDEPENDENCE BLVD. SUITE300
City:CFIFSAPEAKE
Phone: (757 5,18-7300
Etnaili I'om Sauro KKimly-FlornCom
State:VA Zip:23320
Fax: (757 ) 5,18-7301
_� _ V - ;.�
SEP 0 7 2010
-d•
Form SWU-101 Version Mun2010 Page S of

IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hype 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 h1pe name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1a) 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.
Da
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
SEP 0 7 2010
Form SWU-101 Version 07Jun2010 Page 6 ol'7

X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item 1a) Carl Baker, Deputy Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable storm ter rules un e 15A CAC 2H .1000, SL 2006-246 (Ph.11- Post Construction) or SLj2008-211.
Signature: Vail Date:
q9
1, A/2i a Notary Public for the State of . Countyof
al-) do hereby certify that ���10XI- personally appeared
before me this day of and ac o le ecthhee due execution of the application for
a stormwater permit. Witness my hand and official seal, /
ALICE A BONNETTE
Notary PUblIC
Onslow County
State of North Carolina
Commission Expires Oct 23, 201G
Form SWU-101 Version 07Jun2010
SEAL
My commission expires r�.3
Page 7 of 7 S E P 1 3 2010
I
,V

MEMORY TRANSMISSION REPORT
TIME :09-30-'10 15:06
- -FAX NOA : 910-350-2018
NAME :DENR Wilmington
FILE NO.
709
DATE
09.30
15:03
TO
F 919104512976
DOCUMENT PAGES
9
START TIME
09.30
15:03
END TIME
09.30
15:05
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE
s<a<o o(Nor'tb Ca roiion
Dnpa rtmon[ of Hovtr nt .od IVatn rrt 6donrrn
wuminawo Raman.\ oma. ,
depa� En�xr PaMna, Governor FAX COVER 4F(F.F_'(' D« PTwwnw, saarotnry
Ra:
y/'/c-�S
S>�/« f �iS✓S Je A L
� �� < S � '�//G �
127 Cvainsi Drives F_xiansinn. Witminpron. wl- 2..05 - (9i 0) - M E _a Oppemaniiy A[Arme�lva Actbn Emp\oyes

Beverly Eaves Perdue, Governor
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET Dee Freeman, Secretary
Date: / �J�� '— / ` No. Pages (excl. cover): t%
To: ��!� G%/� E �—�� From: Jo Casmer
Co: " 9 �'/ Phone: [phone]
Fax: /O - GfS/ - 2g �{o Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington, NC 28405 0 [phone] a An Equal Opportunity Affirmative Action Employer

❑=" Kimley-Horn
M and Associates, Inc.
September 24, 2010
Christine Nelson
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: Request for Additional Information — EXPRESS
Stormwater Project No. SW8 100701
Birch Street Physical Fitness Center
Onslow County
Dear Christine Nelson:
501 Independence Parkway
Suite 300
Chesapeake, Virginia
23320
TEL [phone]
FAX [phone]
Please accept this letter as a response to the comments contained in your letter dated
September 21, 2010. This letter will address each comment through additional information,
figures and attachments. The responses below are numbered to correspond with the
comments contained in the September 21, 2010 letter (see attached).
I. The Wet Detention Pond Supplement for Pond 2 is included in this response.
2. The Wet Detention Pond Supplement for Pond I has been revised and is included in this
response. The information presented in the calculations were correct and the supplement has
been revised to reflect the correct information.
3. Please see attached Grading and Drainage plan sheets. The lift station is included on the
plan sheets and had previously been accounted for in the total impervious area for the site.
4. Comment noted.
5. Calculations and supplements have been verified to ensure consistency and accuracy.
If you have any questions or require additional information, please contact me at (757)548-
7376 or email me at iames.lavin(t,,kimley-horn.com. We look forward to hearing from you.
Sincerely,
Kimley-Horn and Associates, Inc.
OWM Z L
CEP 2 7 2010
BY:
Jimmy Lavin, Eff
Enclosures: Stormwater Permit Application, Including Supporting Calculations and Plans

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
September 21, 2010
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
US MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 100701
Birch Street Physical Fitness Center
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for the Birch Street Physical Fitness Center on September 7, 2010. A
preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. The wet detention pond supplement for pond 2 was not submitted with the
application package. Please submit the supplement for pond 2.
2. Please ensure the information presented in the supplement and
calculations are consistent and accurate. For instance, the surface areas
presented in the supplement for Pond 1 are different than listed in the
Stage/Storage Table in the calculations. Additionally, the SA/DA ratio for
pond 2 in the calculations is slightly higher than anticipated based on the
proposed site conditions, please verify it is accurate.
3. Please include the lift station on the grading and drainage plan sheets and
verify that the impervious areas associated with this lift station have been
included.
4. Due to the minor nature of these comments, the express Addlnfo fee has
been waived for this request for additional information.
5. Please keep in mind that changing one number may change other
numbers and require the calculations, supplements, and other supporting
documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
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 September
29, 2010, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet:v .ncwaterquality.org
NorthCarolina
Naturally
An Equal Opportunity 1 Affirmative Action Employer

Carl Baker
September 21, 2010
Stormwater Application No. SW8 100701
If you need additional time to submit the information, please email or fax your request
for a time extension to the Division at the address and fax number at the bottom of this
letter. Please note that a second significant request for additional information may result
in the return of the project. If the project is returned, you will need to reschedule the
project through the Express coordinator for the next available review date, and resubmit
all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference.the project
name and State assigned project number on all correspondence. If you have any
questions concerning this matter please feel free to call me at [phone] or email
me at [e-mail].
Sincerely,
U �k
Christine Nelson
Environmental Engineer
GDS/can: S:\WQS\STORMWATER\ADDINFO\2010\100701.sep10
cc: Thomas Sauro, Kimley-Horn and Associates
Christine Nelson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From: Nelson, Christine
Sent: Tuesday, September 21, 2010 3:53 PM
To: 'Tom. Sauro@kimley-horn. com'; 'Towler CIV David W'
Cc: Russell, Janet
Subject: Addlnfo for Camp Lejeune Birch Street Physical Fitness Center
Attachments: 100701 sep10.pdf
Gentlemen,
I have attached a copy of the request for additional information for the Birch Street Physical Fitness Center at Camp
Lejeune (SW8 100701). Copies will be sent in the mail. Let me know if you have any questions!
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
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.

CI_❑ Kimley-Horn
M and Associates, Inc.
September 10, 2010
Janet Russell
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
EXPRESS Stormwater Permit Application
LPI 160 Birch Street Physical Fitness Center
Camp Lejeune. North Carolina
Dear Janet Russell:
501 Independonce Parkway
Suite 300
Chesapeake, Virginia
23320
'I'LL 75754U300
FAX [phone]
Please accept my apologies as this matter was just brought to my attention but please find
attached original signed and notarized Stormwater Management Permit Application Form,
and Wet Detention Basin Operation and Maintenance Agreements for both BMP's. If you
would be so kind as to deliver these to Christine Nelson I would appreciate it.
If you have any questions or require additional information, please contact me at (757)548-
7376 or email me at iames.lavin(a),Kimley-Horn.com.
Sincerely,
Kimley-Horn and Associates. Inc.
ov�m Z Lam,
Jimmy Lavin, EIT
Enclosures: Stormwater Permit Application
Stormwater Narrative with Figures and Appendices
Stormwater Calculations
cc: Roby DeReUll, Suffolk Construction Company, Inc.
�'>EtC]Eu'VPc,�
CFP 1 3 2010
BY: ss_

❑_❑ Kimley-Horn
and Associates, Inc.
September 10, 2010
Janet Russell
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
EXPRESS Stormwater Permit Application
LPI 160 Birch Street Physical Fitness Center
Camp Lejeune, North Carolina
Dear Janet Russell:
501 Independence Park%ray
Suite 300
Chesapeake, Virginia
23320
TEL [phone]
FAX [phone]
Please accept my apologies as this matter was just brought to my attention but please find
attached original signed and notarized Stormwater Management Permit Application Form,
and Wet Detention Basin Operation and Maintenance Agreements for both BMP's. IfYou
would be so kind as to deliver these to Christine Nelson I would appreciate it.
If you have any questions or require additional information, please contact me at (757)548-
7376 or email me at james.lavin(t7),Kimlev-Florn.com.
Sincerely,
Kimley-Horn and Associates, Inc.
Jimmy Lavin, FIT
Enclosures: Stormwater Permit Application
Stormwater Narrative with Figures and Appendices
Stormwater Calculations
cc: Roby DeReuil, Suffolk Construction Company, Inc.
� —C )<✓ \TF- �
S F p 1 3 2010
BY: uuzr>—Ex>�ress.

STORMWATER CALCULATIONS
P1160 BIRCH STREET`PHYSICAL`FITNESS CENTER
Camp Lej'eune
Onslow County, North Caroliina
For
North Caiolina"Department ofEnvironnient acid Natural Resources
Wilmington Regional Office
127"Cardinal Drive Extension
W i lin ington,'NC'28405
Prepared By:
EM (fin 'Kimiey-Horn
Y� and Associates, Inc,
50 Llndependence Parkway, Suite 300
Chesapeake, Virginia 23320
KHA Project Number: 148136602
September 2010
SFP 0 7 2010

CINVI Kim ey- orn
and Associates Inc
Percent Impervious Calcuations
Project Information
Project Name: P1160 Lejeune Physical Fitness Center
KHA Project#: 148136002
Designed by: RO Date: 8/24/2010
Checked by., TS Date: 812412010
Design Resource: NCDENR-Stormwater Best Management Practices N
Curve Number (CN) Rational
Coefficient (C)
Wooded Area 55 0.15
Managed Grass 61 0.22
Impervious Area 98 0.96
anual (Page 18-5)
Pre -Development Percent Impervious: 0.86%
Surface Type
Area (so Impervious Area Curve Number Rational
s CN Coefficient C
Existing Sidewalk
9,429 9,429
Open Space
1,080,878 0
;;-.:,.Total Site`
r.: ':.'11090,307 "" " "".'.9,429 z 55 "; f 0.1,7
Post Development- Percent Impervious:
- 30.10%
Surface Type
Area (so
Impervious Area
Curve Number
Rational
s
CN
Coefficient C
Offsite Drainage -Existing Road
4,585
4,585
98
0.96
Building
82,742
82,742
98
0.96
Parking and Drive
171,599
171,599
98
0.96
Sidewalk
19,244
19,244
98
0.96
Tuft
15,000
15,000
98
0.96
Grass Pave
13,275
13,275
98
0.96
Trail
21,786
21,786
61
0.22
Open Space
762,076
0
61
0.22
`;x' • >-,Total Site
-1,090,307
328,231
'_ . -.- • ':71
_ - 0.43
Wet Detention Pond
I. Percent Impervious:
54.04%
Surface Type
Area (so
Impervious Area
Curve Number
Rational
s
CN
Coefficient C
Building
64,385
64,385
98
0.96
Parking and Drive
12,878
12,878
98
0.96
Sidewalk
5,734
5,734
98
0.96
Turf
15,000
15,000
98
0.96
Grass Pave
13,275
13,275
98
0.96
Trail
8,148
8,148
98
0.96
Open Space
101,566
0
61
0.22
, - Total DA
220;986
119,420
". " ,. 81
0.62.
Wet Detention Pond
2- Percent Impervious:
54.54%
Surface Type
Area (so
Impervious Area
Curve Number
Rational
s
CN
Coefficient C
Offsite Drainage -Existing Road
4,585
4,585
98
0.96
Building
18,357
18,357
98
0.96
Parking and Drive
158,721
158,721
98
0.96
Sidewalk
13,510
13,510
98
0.96
Trail
7,572
7,572
98
0.96
Open Space
168,970
0
61
0.22
Total DA •-•371,715.--
'202,745
81
:' 0.62
SU 0 7 2010

m ey- orn Project information
and Associates nC Project Name: P1160 Lejeune Physical Fitness Center
KHA Pmject#: 148136002
Designed by RO Date: 91212010
Checked by: TS Date: 9p12010
Wet Detention Basin #1- Stage/Storage Table
Wet Detention Pond 1- Forebay
1
Incremental
Accumulated
Countour
ContourArea
Contour Area
Volume
Volume, S
Stage. Z
so ft
acre
cu it
cu it
it
i ! 0 ; �.
{ 0'l! " I -pal
00d6€e�
k3�.20�.a313`-'i
O.Oh
0
3.0
538
0.01
426
426
2.0
4.0
820
0.02
679
1,105
3.0
5.0
1,158
0.03
989
2,094
4.0
6.0
1,552
0.04
1,355
3,449
5.0
1986 Qk.
4`lc 1005
! ;gr__88
,334 .'aid; 65 .,t;taci
7.0
Z365
0,05
1,093
5,426
6.0
Wet Detention Pond I- Forebay
2
Incremental
Accumulated
Countour Contour Area Contour Area Volume
Volume, S
Stage, Z
sq If
acre cu It
cu it
It
N.4r701is "ti 1250 -
a iL250
�- OI - 0 1...,.. ,..,.
i 001011 0`
OO. Y;
2.0 457
0.01 354
354
1.0
3.0 720
0,02 589
942
2.0
4.0 1,039
0.02 880
1,822
3.0
5.0 1,414
0,03 1,227
3,048
4.0
6.0 1,847
0.04 1,631
4,679
5.0
"B.Si'-"'s'�=;. Ou
005"-7. :1,042 "v
--5720'�'"Ru
7.0 2,750
0.06 1,268
6,988
6.0
38ediment
, Storage^`
NWSE)` A
Wet Detent/on Pond 1
Incremental
Accumulated
Countour
Contour Area
Contour Area
Volume
Volume, S
Stage, Z
sq 8
acre
cu It
cu h
It
!tali r3310 #Ir �.i`Iop1;008'1i� �7IIi 011,.',ej
tI, !i"l!ltl
00 tie„
s`10
✓:7.;P4348
010
0
00 't
2.0
5,444
0.12
4,896
4,896
1.0
3.0
6,596
015
6,020
10,916
2.0
4.0
7,804
0.18
7,200
18,116
3.0
5.0
9,069
0.21
8,437
26,553
4.0
6.0
10.391
0,24
9,730
36,283
5.0
y7.0 15,719,�,5981
49,,041
7.0
95,205
0.35
6,981
49,041
6.0
8.0
24,915
0.57
20.060
69,101
7.0
9.0
27,912
0,64
26,414
95,515
8.0
�y 124,976..
11.0
34,208
0.79
3Z609�
157,585
10.0��
12.0
37,506
0.86
35,657
193,442
1t0
Wet Detention Pond 1 a Foreba s
Incremental
Accumulated
Countour
Contour Area
Contour Area
Volume
Volume,S
Stae,Z
sit It
acre
cu It
cu it
it
00
3417 a
006
0
0 �'
00111
raLlsj:4742N'.,L4'y`i,..;.,�10.?.!.�,._.�..
20
6Z74
0.14
5,478
5478
10
3.0
7,854
a18
7,034
12,512
2.0
4.0
9,663
0,22
8,759
21,271
3.0
5.0
L] 641
0,27
10,652
31,923
4.0
6 0
13 793
0 32
12 716
44,638
5.0
'-�65�.'
f7,-025
0:39T 7-TT
-�'-
.3�2
7.0
20,340
0.47
9,341
61,683
6.0
8.0
24,915
0.57
2Z628
84,311
7.0
9.0
27,912
0.64
26,414
110,724
8.0
Owe
'J1,0f
071
29,'�-
�.d61`
1d0,1B5'
11.0
34,208
0,79
32,609
172,794
Igo
12.0
37,506
0,86
35,857
208,651
11.0
1-11T-np
Storage
Sedlmedt
rStarago. `
NWSE
Top of Riser
Sediment.
Storage:
lop of Riser
SEP 0 7 2010 I

Information
Project Name: PI160 Lejeune Physical Fitness Center
KHA Project #: 148136002
Designed by: RO Date: 9/2J2010
Checked by: TS Date: 9/2/2010
Design Summary
Design Resource: North Carolina Department of Enviornment and Nature Resources -
Stormwater Best Management Practices Manual ( July 2007)
Pond #1 Information
Sub Area Location: Pond 1
Drainage Area (DA) = 5.07 Acres
Impervious Area (IA) = 2.74 Acres
Percent Impervious (I) = 54.0%
Required Storage Volume (Water Quantity)
Design Storm = 1.5 inch
Determine Rv Value (inln) = 0.05 +.09 (I) = 0,54
Storage Volume Required = 14,816 cf (above Permanent Pool)
Storage Volume Provided = 87,843 of (above Permanent Pool)
Required Surface Area ( Water Quality)
Average Depth Calculated =
3.07
ft
SAIDA =
6.16
(90% TSS Removal via Pond)
Surface Area Required =
13,613
sf (at Permanent Pool)
Surface Area Provided =
17,025
sf (at Permanent Pool)
Required Length to Width Ratio 1.5 to 1
Length to Width Ratio Provided = 2.0
Required Length of flowpath to Width Ratio 3 to 1
Length of flowpath to Width Ratio Provided = 3.0
Pretreatment Device Forebay
Required Forebay Sizing
Required Volume =
20%
of Permenant Pool
Permanent Pool Volume =
52,342
cf
Required Forbay Volume =
10,468
cf
Forebay Volume Provided =
10,053
cf '
19.21 % of Permanent Pool
Summary of Proposed Pond
Bottom of Pond Elevation =
1,00
It
Sediment Storage Depth =
1.00
ft.
Permanent Pool Elevation =
6.50
ft
Temporary Pool Elevation =
10.00
ft
Top of Pond Elevation =
12.00
ft
Permanent Pool Surface Area =
17,025
sf
Temporary Pool Volume (water quality storage) =
87,843
cf
Area @ Top of Temporary Pool =
31,010
sf
Side Slopes of Pond =
4
: i
System Flow to Forebay i =
8.24
cis
of System Flow to Forebay 1 =
44%
%
Volume of Forebay 1 =
4,333
cf
% of Total Forebay Volume=
43%
%
System Flow to Forebay 2 =
10.56
cis
% of System Flow to Forebay 2 =
56%
%
Volume of Forebay 2=
5,720
cf
% of Total Forebay Volume=
57%
%
Length to Width Ratio =
2.0
: 1
Length of flowpath to Width Ratio =
3.0
: 1
SEP 0 7 2010 j

im ey orn
and Associates Inc
Wet Detention Basin # 1- Orfice Equation
Project Information
Project Name: P1160 Lejeune Physical Fitness Center
KHA Project#.' 148136002
Designed by: RO Date: 813112010
Checked by: TS Date: 813112010
y Orifice
Orfice Equation Determination of Water Quality Volume Drawdown Time
Orifice Discharge Equation:
Temporary Pool Elev (Riser Elev) = 10.0 it
Permanent Pool Elev (Invert of Orfice) = 6.5 it
Diameter of Or/ice = 1.5 in
where,
r' Co description 0.6 (uhit/ess)•
A._: „ = b:o123re�
r ,... g;=.forceofgravity, `.322•Wsec� •<,
r' Ho = H/3 1.15 ft_ .�
Diameter
Hoy -,. oh Elevv ah`on' EI anon olOdice.:Invert) + (Orfice Diameter/2)
Q = 0.063 cis
Required Temporary Storage = 14,816 ft'
Drawdown Time, t = 234,241 sec
t = 65.07 hours
t = 2.71 days
�1
SEP 0 7 2010

m ey- orn
® and Associates Inc
Wet Detention Basin #2• StagalStorage Table
Project Name: P1160 Lejeune Physical Fitness Center
KHA Project#: 148136002
Designed by: RO Date: 9/22010
Checked by. TS Date: 9/2/2010
Wet Detention Pond 2- Forebay
1
Incremental
Accumulated
Countour
ContourAree Contour Area
Volume
Volume, S
stage, Z
s R
acre
cu 0
cu 0
0
g
1 �+t308 ?�F3� i +a.4176'.
99
}.I3 OOO�rj �!it& ,{2O Iti �,1
{ , , 0
4.0
!4511
! 0.0121
5.0
840
0.02
646
646
1.0
6.0
2,538
0.06
1,689
2,335
2.0
7.0
3,367
0.08
2,953
5.287
3.0
8.0
4,252
0.10
3,810
9,097
4.0
9.0
5,194
0.12
4,723
13,820
5.0
•"'"'-i 9.5 _.mac.:+� 6,586=.
-- '^0.15' -
*�`2;945"
'� i6;765 c' �"
5.5r;
10.0
8,014
0.18
3.650
20.415
6.0
Wet Detention Pond 2
Incremental
Accumulated
Countour Contour Area
Contour Area
Volume
Volume, S
Stage, Z
so it
acre
cu It
an 6
R
'iFtulll30p t� M'i tjji!6533'!Y��tit�L�j��?!i�015j'1!{�!i �!'�
!ti it1d'01-�,'(���+p 14�!�0.0!FIN !
Yf
17533nG n":gib{Is[I
0.17'pt^�i
!OI':plit
! I!E�, .'O�t F„
iit!gt ,0 �x;
! .O.O pi •1'
5.0
8,569
0.20
8.061
8.061
1.0
6.0
9,702
0.22
9,146
17,207
2.0
7.0
11,725
0.27
10,714
27,920
3.0
8.0
13,120
0.30
12,423
40,343
4.0
9.0
14,571
0.33
13,846
54.166
50
9.5 ^.-
16,768=^:'„�! 0.39,:;:
-A III. 7,840^
^b""'62,028°
", 5.5*4 :
10.0
19,113
0.44
8,975
71,003
6.0
11.0
30,950
0.71
25,032
96,035
7.0
12.0
33,943
0.78
32,447
126,481
8.0
3T,037'!t f' T! � �� 85 ! "
' t'FJ5 490-a
°Tj f 63,§ -i !"'p,r'%r"9.0
! c�,T
14.0
40,232
0.92
38,635
202,606
10.0
15.0
43,528
1.00
41,860
244,486
11.0
�SedimenR
Storage !
Wet Detention Pond 2
Incremental
Accumulated
Countour Contour Area
Contour Area Volume
Volume, S
Stage, Z
sq it
acre cu 0
cu 0
it
30 !. +6709!
015 '• 0
0 !
0..0
4 0 y y'?,�,�.t.lij 984„JJLLI
p
0 18E.L'v�JiiJ.�.i' 0._
61.aL : OJ.�-
O
.7
5.0 9,429
u.,
0.22 8,707
8,707
....:,.� autJ„a
LO
6.0 12,240
0,28 10,835
19,541
2.0
7.0 15,092
0.35 13,666
33,207
3.0
8.0 17,372
0.40 16.232
49,439
4.0
9.0 19,765
0.45 18,569
68,008
5.0
w 95!".'1233T4'054'i"°'v'-`r10,
10.0 27.127
0.62 12,625
91,418
6.0
11.0 30,950
0.71 29,039
120,456
7.0
12.0 33,943
0.78 32,447
152,903
8.0
p' 3 1y_VU� 11337037�� m
14.0 40,232
0.92 38,635
227,027
10.0
15.0 43,528
1,00 41,860
268,907
11.0
NWSE • _-
Sedrmentit
Storage'!
NWSE
Top of Riser
seem"
Storage!'':
N6VSE'm'M
Top of Riser
SEP 0 7 2010

m ey- am
® and Associates Inc
Design Summary
Project Information
Project Name: P1160 Lejeune Physical Fitness Center
KHA Project #: 148136002
Designed by: RO Date: 8/26/2010
Checked by: TS Date: 8/26/2010
Design Resource: North Carolina Department of Enviornment and Nature Resources -
Stormwater Best Management Practices Manual ( July 2007)
Pond #2 Information
Drainage Area Name: Pond 2
Drainage Area (DA) = 8.53 Acres
Impervious Area (IA) = 4.65 Acres
Percent Impervious (1) = 54.5%
Required Storage Volume (Water Quantity)
Design Storm =
1.5
inch
Determine Rv Value (in/in) =
0.05 + .09 (1) =
0.54
Storage Volume Required =
25,132
ft (a— b�rmanent Pool)
Storage Volume Provided =
109,600
ft3 (above Permanent Pool)
Required Surface Area (Water Quality)
7 \� 3, 5
Average Depth Calculated =
3.37
ft
SA/DA =
5.74
(90% TSS Removal via Pond)
Surface Area Required =
21,336
sf (at Permanent Pool)
Surface Area Provided =
23,374
sf (at Permanent Pool)
Required Length to Width Ratio 1.5 to 1
Length to Width Ratio Provided = 2.0
Required Length of flowpath to Width Ratio 3 to 1
Length or flowpath to Width Ratio Provided = 3.0
Pretreatment Device
Required Forebay Sizing
Forebay
Required Volume =
20%
of Permenant Pool
Permanent Pool Volume =
78,792
cf
Required Forbay Volume =
15,758
cf
Forebay Volume Provided =
16,765
cf
21,28% of Permenant Pool
Summary of Proposed Pond
Bottom of Pond Elevation =
4.00
ft
Sediment Storage Depth =
1.00
ft.
Permanent Pool Elevation =
9.50
ft
Temporary Pool Elevation =
13.00
ft
Top of Pond Elevation =
15.00
ft
Permanent Pool Surface Area =
23,374
sf
Temporary Pool Volume (water quality storage) =
109,600
cf
Area @ Top of Temporary Pool =
37,037
sf
Side Slopes of Pond =
4
. 1
Volume of Forebay 1 =
16,765
cf
Length to Width Ratio =
2.0
: 1
Length of flowpath to Width Ration =
3.0
: 1
I
i
SEP 0 7 2010

im ey orn
and Associates Inc
Wet Detention Basin #2 - Orfice Equation
Project Information
Project Name: P1160 Lejeune Physical Fitness Center
KHA Project#: 148136002
Designed by: RO Date: 813112010
Checked by: TS Date: 813112010
Water Quality Orifice
' Orfice Equation Determination of Water Quality Volume Drawdown Time
Orifice Discharge Equation:
'..117L
Temporary Pool Elev (Riser Elev) = 13.0 It
Permanent Pool Elev (Invert of Orfice) = 9.5 At
Diameter of Orfice = 2.0 in
Diameter
`�, .v(.�{ a Ho�.:(P, and Elevation Elevandn o/Orlice dnvert)+(Ofice Diameter/2)
Q =
0.112 cts
Required Temporary Storage =
25,132 ft 3
Drawdown Time, t =
224,184 sec
t =
62.27 hours
t=
2.59 days
SEP 0 7 2010

Kimley-Horn Project Information
and Associates, Inc. Project Name: P1160 Lejeune Physical Fitness Center
KHA Project #: 148136002
Designed by: RO Date: 8/26/2010
Checked by: TS Date: 8/26/2010
Pre -Development Time of Concentration Calculation
To = 0.225T-(.42)'S-(-0.19)'C-(-1) (Seelye Equation)
Seelye Equation Reference -Data Book to, Civil Engineers Vol. I- Design 2rd Edelion (1951) By E.E. Seelve
West
East
Overland Flow Time (Pervious)
Overland Flow Time (Impervious)
Shallow Concentrated Flow
L =H
ft (200' max) L - ft (200' max) L = 292 ft
S =fdit S = 0.004 fUft V = 0.5 ft/s
C= C= 0.9 Tc = 9.7 min
Tc =min Tc = 0.0 min
V =ft/5 V = #DIV/0! his Channel/Gutter Flow Time
Enter Values'
Overland Flow Time (Pervious)
Overall Tc .-1,3�5 min
Overland Flow Time (Impervious)
Tc
Shallow Concentrated Flow
L = 200 ft (200' max) L - ft (200' max) L = 201 ft
S = 0.0276 raft S = 0.004 Wit V = 0.5 fi's
C - 0.16 C - 0.9 Tc = 6.7 min
Tc = 25.7 min Tc = 0.0 min
V = 0.129 ft/s V = #DIV/0! his ChanneUGutter Flow Time
E777ter Values'
rEP 07 2010
�J
Overall Tc - ._ _32 min

Project Information
Project Name: P1160 Lejeme Physical Fitness Center
KHA Project #: 148136002
Designed by: RO Date: 8/26/2010
Checked by: TS Date: 8/26/2010
Post -Development Time of Concentration Calculation
To = 0.22VL-(.42)-S^(-0.19)'C-(-1) (Seelye Equation)
Seeive Equation Reference - Data Book ter Civd El7g%leers Vot. 1 - Design 20d Ededen (1951) By E.E. Seelye
Overland Flow Time (Pervious)
Overland Flow Time (Impervious)
Shallow Concentrated Flow
L = " 90 ft ft max) L = '0M0 ft it max) L = 5 ft
S = 0.030 ft/ft S = '0.030 fVft - V = 0.5 Ws
C= 0.16 C= 0.9 Tc= 0.0 min
Tc= 16.3 min Tc = 2.9 min
V = 0.072 ft/S V = 0.402 fds Channel/Gutter Flow Time
' Enter Values'
Overland Flow Time (Pervious)
L =
S =
C
Tc =
V =
90
ft (200' max)
ft/ft
min
fits
0.030
18.1
0.063
' Enter Values'
1 � _
SEP 0 7 2010
z"
Overall Tc=1;°==.21 min
Overland Flow Time (Impervious)
L = 0 it (200' max)
S = 0.030 Rift
C= 0.9
Tc = 0.0 min
V = #DIV/0! ft/s
Overall Tc= - 2 min
Shallow Concentrated Flow
L -1 oft
V_ 0.5 ft/s
Tc= 0.0 min
Channel/Gutter Flow Time
Tc

CL Physical
Nodes
A Stage/Area
V Stage/Volu'.
T Time/Stage
M Manhole
Basins
O Overland F
U SCS Unit H
S Santa Barb
Links
P Pipe
W Weir
C Channel
D Drop Struc
B Bridge
R Rating Cur'
H Breach
S E P
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.

CL Physical Fitness Center
__-- Basins _________________----------------------------------
------------------------
_________________---------
_
Name: BMP#1 DA
Node: BMP#1
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
21.00
Area(ac):
5.070
Time Shift(hrs):
0.00
Curve Number:
81.00
Max Allowable Q(cfs):
999999.000
'
DCIA(%):
0.00
____________________________________________________________________________________________________
Name: BMP#2 DA
Node: BMP#2
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
22.00
Area(ac):
8.530
Time Shift(hrs):
0.00
Curve Number:
81.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00,
____________________________________________________________________________________________________
Name: Pre -Area
East
Node: Pre -Bound East
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
32.00
Area(ac):
1.780
Time Shift(hrs):
0.00
Curve Number:
55.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
____________________________________________________________________________________________________
Name: Pre -Area
West
Node: Pre -Bound West
Status:
Onsite
Group: BASE
Type: SCS Unit Hydrograph
Unit Hydrograph:
Uh484
Peaking Factor:
484.0
Rainfall File:
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
35.00
Area(ac):
1.330
Time Shift(hrs):
0.00
Curve Number:
55.00
Max Allowable Q(cfs):
999999.000
DCIA(%):
0.00
-------------- ---------
---- Nodes --_ ---------
------------------------------------
-__-__-___-_-_-_-__-____________----_______------___--__--------
_____-------------------------------------------------------------
Name: BMP#1
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
Base Flow(cfs): 0.000 Init Stage(ft): 6.500
Warn Stage(ft): 12.000
Interconnected Channel and Pond Renting Model (ICPR) ©2002 Streamline Technologies, Inc.
I ol'8
CEP 0 7 2010

11
CL Physical Fitness Center
---------------
1.000
---------------
0.1100
2.000
0.1400
3.000
0.1800
4.000
0.2200
5.000
0.2700
6.000
0.3200
6.500
0.3900
7.000
0.4700
8.000
0.5700
9.000
0.6400
10.000
0.7100
11.000
0.7900
12.000
0.8600
----------------------
Name: BMP#2
Group: BASE
Type: Stage/Area
Stage(ft) Area(ac)
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 9.500
Warn Stage(ft): 15.000
4.000 0.1800
5.000 0.2200
6.000 0.2800
7.000 0.3500
8.000 - 0.4000
9.000 0.4500
9.500 0.5400
10.000 0.6200
11.000 0.7100
12.000 0.7800 .
13.000 0.8500
14.000 0.9200
15.000 1.0000
------ ------
Name: Post -Bound East Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Group: BASE Warn Stage(ft): 10.000
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 6.000
10.00 10.000
14.00 10.000
120.00 6.000
------------------------------------------------------------------------------------------
Name: Post -Bound West Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Group: BASE Warn Stage(ft): 10.000
Type: Time/Stage
Time(hrs) Stage(ft)
_______________ _______________
0.00 6.000
10.00 10.000
14.00 10.000
120.00 6.000
------------------------------------------------------------------------------------------
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
- IPagc2of8
SEP 0 7 2010

CL Physical Fitness Center
Name: Pre -Bound East
Group: BASE
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 6.000
10.00 10.000
14.00 10.000
120.00 6.000
-------------------------------
Name: Pre -Bound West
Group: BASE
Type: Time/Stage
Time(hrs) Stage(ft)
0.00 6.000
10.00 10.000
14.00 10.000
120.00 6.000
==== Cross Sections
Name:
Encroachment: No
Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Warn Stage(ft): 10.000
----------------------------------------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 6.000
Warn Stage(ft): 10.000
Station(ft) Elevation(ft) Manning's N
_______________ _______________ ---------------
Group: BASE
Drop Structures ======== ----------------- ________________----------------------------
----------
Name: BMP#1 Out From Node: BMP#1 Length(ft): 103.00
Group: BASE To Node: Post -Bound West Count: 1
UPSTREAM
DOWNSTREAM
Geometry:
Circular
Circular
Span(in):
18.00
18.00
Rise(in):
18.00
18.00
Invert(ft):
5.800
5.500
Manning's N:
0.013000
0.013000
Top Clip(in):
0.000
0.000
Bot Clip(in):
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
**" Weir 1 of 2 for Drop Structure BMP#1 Out ***
Count: 1
Type: Horizontal
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use on
Solution Ines: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
In(crconnectcd Channel and Pond Routing Model (ICPR) 02002 Streamline'Pechnologies, Inc.
TABLE
Page 3 of8
--J
SEP 0 7 2010

CL Physical Fitness Center
Flow:
Both
Weir Disc Coef:
3.200
Geometry:
Circular
Orifice Disc Coef:
0.600
Span(in):
36.00
Invert(ft):
10.000
Rise(in):
36.00
Control Elev(ft):
10.000
*** Weir 2 of 2 for Drop Structure BMPkl Out ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 1.50
Rise(in): 1.50
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 6.500
Control Elev(ft): 6.500
TABLE
_____________________________________________________________________________________________
Name:
BMPk2 Out
From Node:
BMPk2 Length(ft):
251.00
Group:
BASE
To Node:
Post -Bound East Count:
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conveyance
Geometry:
Circular
Circular
Solution Algorithm:
Automatic
Span(in):
18.00
18.00
Flow:
Both
Rise(in):
18.00
18.00
Entrance Loss Coef:
0.500
Invert(ft):
9.450
8.700
Exit Loss Coef:
1.000
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Bot Clip(in):
0.000
0.000
Solution Inca:
10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** weir 1 of 2 for Drop Structure BMPk2 Out ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Circular
Span(in): 36.00
Rise(in): 36.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Cost: 3.200
Orifice Disc Coef: 0.600
##4 Weir 2 of 2 for Drop Structure BMPk2 Out "**
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 2.00
Rise(in): 2.00
Invert(ft): 13.000
Control Elev(ft): 13.000
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 9.500
Control Elev(ft): 9.500
TABLE
TABLE
___________________________________________________________ _________________________ ___
==== Weirs ___________—____----------------------------------- ______________-___-____—__
Name:
Group: BASE
Flow: Both
Type: Horizontal
From Node:
To Node:
Count: 1
Geometry: Circular
Interconnected Channel and Pond Routing Model ([CPR) ©2002 Streminline Technologies, Inc. I ' Page 4 of 8
SEP 0 7 2010
I

CL Physical Fitness Center
Span(in): 0.00
Rise(in): 0.00
Invert(ft): 0.000
Control Elevation(ft): 0.000
TABLE
Bottom C1ip(in): 0.000
Top C1ip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
==-= Hydrology Simulations = ---------- ---_-____—_-__-_____-----------------
-------------------
Name: FIFTY
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\FIFT
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 9.98
Time(hrs) Print Inc(min)
_______________ _______________
10.000 15.00
14.000 5.00
120.000 15.00
----------------------------------------------------------------------------------------------------
Name: HUNDRED
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\HUND
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): ll.56
Time(hrs) Print Inc(min)
------------------------------
10.000 15.00
14.000 5.00
120.000 15.00
----------------------------------------------------------------------------------------------------
Name: NC
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\NC.R
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 1.50
Time(hrs) Print Inc(min)
10.000 15.00
14.000 5.00
120.000 15.00
----------------------------------------------------------------------------------------------------
Name: ONE
Filename: K:\HRO Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\ONE.
Override Defaults: Yes
Storm Duration(hrs): 24.00
Interconnected Channel and Pond Routing Modcl (ICPR) ©2002 Streamline Technologics, Inc. ------ —Page 5 of 9
SEP 0 7 2010
I

CL Physical Fitness Center
Rainfall File: Scsiii
Rainfall Amount(in): 3.68
Time(hrs) Print Inc(min)
_______________ _______________
10.000 15.00
14.000 5.00
120.000 15.00
________________________________________________________________________________
Name: TEN
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\TEN.
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 6.91
Time(hrs) Print Inc(min)
_______________ _______________
10.000 15.00
14.000 5.00
120.000 15.00
Routing Simulations _____ -------------- ___—__—___—__-__-_-----_-_-_-____---_-_-__
Name: FIFTY Hydrology Sim: FIFTY
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\FIFT
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
______________________________
10.000 15.000
14.000 5.000
120.000 15.000
Group Run
_______________ -----
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 120.00
Max Calc Time(sec): 120.0000
Boundary Flows:
____________________________________________________________________________________________________
Name: HUNDRED Hydrology Sim: HUNDRED
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\HUND
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec): 0.3000
Boundary Stages:
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 120.00
Max Cale Time(sec): 120.0000
Boundary Flows:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc.
6of8
SEP 0 7 2010

CL Physical Fitness Center
Time(hrs) Print Inc(min)
------------------------------
10.000 15.000
14.000 5.000
120.000 15.000
Group Run
BASE Yes
-------------------------------------------------------------------------------------------------'_-
Name: NC Hydrology Sim: NC
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\NC.I
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
------------------------------
10.000 15.000
14.000 5.000
120.000 15.000
Group Run
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 120.00
Max Cale Time(sec): 120.0000
Boundary Flows:
----------------------------------------------------------------------------------------------------
Name: ONE Hydrology Sim: ONE
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\ONE.
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
10.000 15.000
14.000 3.000
120.000 15.000
Group Run
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 120.00
Max Cale Time(sec): 120.0000
Boundary Flows:
__-_ _--_-----
Name: TEN Hydrology Sim: TEN
Filename: K:\HRO-Civil\148136002-Camp Lejeune-Physical Fitness Center\Engineering\Drainage\ICPR\TEN.
Interconnected Channel and Pond Routing Model (ICPR) (002002 S(reamline'rechnologies, Inc. - Page 7 of 8
SFP 0 7 2010

CL Physical Fitness Center
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(seC): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
_______________ ______________
10.000 15.000
14.000 5.000
120.000 15.000
Group Run
_______________ -----
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 120.00
Max Cale Time(sec): 120.0000
Boundary Flows:
==—= Boundary Conditions =_-- ------ --___—___________________-------------------------
Interconnected Channel an(] Pond Rowing Model (ICPR) 02002 Streamline Technologies, hic. Page 8 of 8
SEP 0 7 2010 1

CL Physical Fitness Center
Name
Group
Simulation
Max Time
Stage
hrs
Max
Stage
It
Warning
Stage
ft
Max
Delta
Stage
ft
Max Surf
Area
ft2
Max Time
Inflow
hrs
Max
Inflow
cfs
Max Time
Outflow
hrs
Max
Outflow
cfs
BMP#1
BASE
FIFTY
13.59
10.264
12.000
0.0047
31846
12.25
27.852
13.59
3.124
BMP#2
BASE
FIFTY
12.91
13.658
15.000
0.0050
39032
12.33
46.299
12.91
10.441
Post -Bound East
BASE
FIFTY
10.01
10.000
10.000
0.0133
0
12.91
10.441
0.00
0.000
Post -Bound West
BASE
FIFTY
10.01
10.000
10.000
0.0133
0
13.59
3.124
0.00
0.000
Pre -Bound East
BASE
FIFTY
10.01
10.000
10.000
0.0133
0
12.42
4.850
0.00
0.000
Pre -Bound West
BASE
FIFTY
10.01
10.000
10.000
0.0133
0
12.42
3.449
0.00
0.000
BMP#1
BASE
HUNDRED
13.06
10.569
12.000
0.0047
32910
12.25
33.120
13.06
5.505
BMP#2
BASE
HUNDRED
12.95
14.281
15.000
0.0050
41056
12.33
54.928
12.95
11.447
Post -Bound East
BASE
HUNDRED
10.01
10.000
10.000
0.0133
0
12.95
11.447
0.00
0.000
Post -Bound Wes-
BASE
HUNDRED
10.01
10.000
10.000
0.0133
0
13.06
5.505
0.00'
0.000
Pre -Bound East
BASE
HUNDRED
10.01
10.000
10.000
0.0133
0
12.42
6.302
0.00
0.000
Pre -Bound Wes`
BASE
HUNDRED
10.01
10.000
10.000
0.0133
0
12.42
4.497
0.00
0.000
BMP#1
BASE
NC
75.60
7.675
12.000
0.0043
23415
12.33
1.091
105.10
0.057
BMP#2
BASE
NC
24.00
9.911
15.000
0.0049
26385
12.33
1.787
25.97
0.058
Post -Bound East
BASE
NC
10.03
10.000
10.000
0.0133
0
25.97
0.058
0.00
0.000
Post -Bound West
BASE
NC
10.03
10.000
10.000
0.0133
0
105.10
0.057
0.00
0.000
Pre -Bound East
BASE
NC
10.03
10.000
10.000
0.0133
0
0.00
0.000
0.00
0.000
Pre -Bound West
BASE
NC
10.03
10.000
10.000
0.0133
0
0.00
0.000
0.00
0.000
BMP#1
BASE
ONE
53.39
8.514
12.000
0.0044
26395
12.33
7.166
105.09
0.074
BMP92
BASE
ONE
24.16
11.357
15.000
0.0030
32017
12.33
11.913
25.02
0.137
Post -Bound East
BASE
ONE
10.03
10.000
10.000
0.0133
0
25.02
0.137
0.00
0.000
Post -Bound West
BASE
ONE
10.03
10.000
10.000
0.0133
0
105.09
0.074
0.00
0.000
Pre -Bound East
BASE
ONE
10.03
10.000
10.000
0.0133
0
12.50
0.286
0.00
0.000
Pre -Bound Wes-
BASE
ONE
10.03
10.000
10.000
0.0133
0
y2.58
0.204
0.00
0.000
BMP#1
BASE
TEN
24.02
10.038
12.000
0.0044
31061
12.33
17.645
24.02
0.261
BMP#2
BASE
TEN
16.22
13.133
15.000
0.0050
37431
12.33
29.436
16.22
1.640
Post -Bound East
BASE
TEN
10.00
10.000
10.000
0.0133
0
16.22
1.640
0.00
0.000
Post -Bound West
BASE
TEN
10.00
10.000
10.000
0.0133
0
24.02
0.264
0.00
0.000
Pre -Bound East
BASE
TEN
10.00
10.000
10.000
0.0133
0
12.42
2.266
0.00
0.000
Pre -Bound West
BASE
TEN
10.00
10.000
10.000
0.0133
0
12.50
1.598
0.00
0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Strealnline Technologies, Inc. Page I of I

�51aP-M sY i iPNI ft ` c),9 i t=ALt-
Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do
Outlet W = Do i 0.41.a
PIPe
dlnrnelor A),,._ la N
v Ta1 T.uater a 0.5Do
In
Discharge (It3/sec)
Use- t) !� = G "
Curvos may not bo oxtrapolated.
Figuro 0.06b Do sign of outlet InotocI on from a round i CowIng lull, maximum laewater condition ( I e,S ommonor).
3L-)o� S((.S): k,SoI A=
8.06.1 j = L{ V Z • C) Cy t:EG'I2+93
SEP 0 7 2010

S ioRM SYSTEM ' (3' OuTrA(.1_,
Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do
pipe�l = Do + 0.41r
nine
diameter ((b)
w r � O.SDa
20
A,9'
Dlscharge(It°/sec)-- /
USE li% (�
Curves may riot be Dxtrapolaled.
Figure 8.06b Dosign of outlel protection 4om around pipe Cowing toll. maximum Iadwator condition ( Iw? o.e Oamw"q
3DJ_•3Czi= G.cx�' �= (go 1 S.60)Cq�
w:
= t.s x°1r' t C�
3.06.4 (
SEP 0 7 2010

S OP/vI o�TF-"t L
Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3110
ODtlel =
= Da 0,q(,a
pipe]TW
�
diameter (Lb) t. 1
y_ a-5Da
20
1?
Discharge (tt3lsec)
V5E lD ;G,r
So
CUrV03 may not be extrapolated.
Figure 8.066 Design of outlet protection from a round pipo rowing lull, menimum tallwatel con(IIuon 0 Q. OmnWmrt.
d so x 1 5 : cl•�
xL
s.06.4 '� )yVI
V :: S°1 C t, t-t)
V = l,o l cF
14 G\t
lieu. l'_193 ]
CFP 0 7 2010 I

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
so
OuUel IW - Do + La
Pipo
diar i
larneler (Lb)
La —N
T t water < 0.590
3 5 1) 20 W 100
Dischatge(O/Sec)
2JD 90
L10
1000
F.
Curvos nTay not be extrapolated.
FIDira 8.061 Design of autl•H p wecticn protection born a round p'pe Mowing full mi iin Anu t;A kwilor rancition (Tw <0.5 dinin [it Pr).
Li.51ILS�(lo)
Caro
F.ev.12.93 i l' , J •� r s Cy
3.06.3
... . ..._.. v ., .._ .,'.i
SEP 0 7 2010

f3M? 4r 9-
Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
R°
30
Outlet pipT/ W e ]o + I
dla 1
dl.uneler Ilbj `-�--
La --rl
-� `.r.0iIWdter 0.5Do
m M11111111Id1111111[H1111111MIMI
IN
20 .`,0 100
Discharge ((t3/see)
e
200
A
1110111
x
500 1000
uSYc 1)50= ro ,N
Cutvos may not be extrapolate(I.
=1011ro 0.0Sn DcJgn of oullnt pmtrrtion p(otcclion tnm a round Pipe, flow n0 'u ll, miniinuin !u -4alor condtion (T.r <0.S diallnlun.
3D 3 C�5, = Li.51 Pr= `/2. �tt•5 t-q.5� x lg
v� = �.5 'r 6 : q.5 1 A 5 FT 2-
�= 2.5 Cj
3.06.3
I- - - ----
SEP 0 7 2010

t3MP # 2,
Figure 8,06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3e�
Outlet w e )e + to
pipe
dlarneler (Do!
to --A
_1,011wzte- � 0.500
r-g%
QiD' i•6�{ CAS
'd) loci
DI5chaIje (113lsec)
LJ 0
1000
US6 05o= G %W
Cwvos may not bo extrapolated.
Plpuro O.Osa Do:)On of aullot protmiton protcclion from a r(amd pipe Ilow no 'ull, ni nimmll !ailwalor cond lion (Tv <D.5 dfaneler).
3Do _ 3(1.5) t 4.51 h% `12. (y.5 tq,5�
d50X\•5= q"
Rev.1203 = 6(, )k \ xI 8.06.3
2. 5 C,
x
4FP 0 7 2010

STORMWATER NARRATIVE
P1160 BIRCH STREET PHYSICAL FITNESS CENTER
Camp Lejeune
Onslow County, North Carolina
For
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Prepared By:
❑ M ❑ Kimley-Horn
and Associates, Inc.
501 Independence Parkway, Suite 300
Chesapeake, Virginia 23320
KHA Project Number: 148136002
September 2010
SEP 0 7 2010

FIGURES
Figure 1: ESRI U.S. Topographic Map, Vicinity Map of Subject Property
Figure 2: ESRI World Imagery, Aerial Photograph of Subject Property
APPENDICES
Appendix A: Proposed Site Layout, Kimley-l-torn and Associates
Appendix B: Geotechnical Report, GET Solutions, Inc.
Appendix C: Notification of Jurisdictional Determination, U.S. Army Corps of Engineers
J
St_N b 7 2010
Camp Lejeune PI 160 Birch Street Physical Fitness Center
KHA Job # 148136002
August 2010

P1160 Camp Leieune Physical Fitness Center
1. Background
This report contains the approach for a stormwater impact analysis conducted for the proposed PI 160
Birch Street Physical Fitness Center development. The project site is located at Marine Corps Base
(MCB) Camp Lejeune in Onslow County, North Carolina. The proposed development is on
approximately 25 acres and is bound by Birch Street to the south as shown in Figure I and Figure 2. The
proposed project includes the development of a physical fitness center as shown in the attached plans,
Appendix A. The proposed project has been design in accordance with LID implementation guidelines
per current NAVFAC policy directive and USGBC LEED criteria.
II. Existing Conditions
The proposed project site is currently an undeveloped, wooded area with exception to an existing
sidewalk, running parallel to Birch Street. A review of the topographic survey shows grades on the site
ranging from approximately elevation 5 to elevation 20. The site generally has 0 to 6% slopes. According
to Table 3-4 in the North Carolina Department of Environment and Natural Resources (NCDENR)
Stormwater BMP Manual, the near surface soils in Onslow County are classified as Hydrologic Group B.
A geotechnical investigation was completed in June 2010. An infiltration site visit was completed by
Vincent Lewis of NCDENR in July 2010. The results of the geotechnical investigation and the infiltration
site visit have been submitted with this package as Appendix B.
III. Wetlands and Waters of the United States
A wetland delineation of the proposed project area was completed by the United States Army Corps of
Engineers on October 22, 2007. The Notification of Jurisdictional Determination is attached as Appendix
C. No permanent impacts to wetlands are proposed for this project. Temporary impacts to wetlands
associated with the installation of underground utilities, will be avoided through directional drilling.
There are no Waters of the Unites States on the proposed project site. A 50ft setback from blue line
streams to all built upon area was observed. In order to comply with USGBC LEED criteria, a 100ft
buffer from field delineated wetlands to all impervious surfaces has been implemented in the site plan.
IV. Proposed Development
The proposed P1160 Camp Lejeune Physical Fitness Center includes the development of one fitness
center building, two parking lots, a recreation trail, an artificial turf field, and associated access roads.
The proposed project is on 25.03 acres. The post -development impervious area of the proposed
development has been calculated to be approximately 7.54 acres or 30.10%.
V. Stormwater Analysis
Onslow County is a coastal county located within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-211. The proposed project area drains to the Beaverdam Creek, Index Number: 19-20-1. According
to North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SB waters. The build upon area is greater than 24%; therefore, the
project is considered High -Density.
Camp Lejeune P1160 Birch Street Physical Fitness Center - August 2010
KHA Job ii 148136002 7 2010
c,

Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). The temporary pool of wet detention ponds must
drawdown between 48 and 120 hours. Per the stormwater quantity requirements, the storage volume must
be discharged at a rate equal to or less than the pre -development discharge rate for the 1-year 24-hour
storm. Additionally, discharge directed to flow through wetlands must do so at a non -erosive velocity.
The calculations and supplemental forms submitted with this narrative demonstrate that the proposed
project will meet all requirements of the Coastal Stormwater Rules Session Law 2008-21 1.
The storm water management design proposes an integrated system of bioretention basins, pervious
pavement, and two wet detention ponds to satisfy the LID implementation guidelines per current
NAVFAC policy directive.Towever, because of specific soil and groundwater conditions encountered on
the site the bioretention basins and pervious pavement will not be used toward credit to satisfy the State
stormwater requirements. Therefore, the two wet ponds shown are designed to fully satisfy all State
stormwater requirements and the permit request will be based exclusively on the two wet detention ponds
VI. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic map and wetland delineation illustrate that the entire
site drains west, northwest to Beaverdam Creek, which outfalls into Wallace Creek Index Number: 19-20.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the P 1160 Physical Fitness Center development.
Although site specific soil and groundwater conditions do not allow for the accreditation of previous
pavement, increases in impervious area have been minimized through use of pervious pavement in
parking stalls and walkways. Additionally, clearing and grading are being held tight to the building and
parking areas to preserve as much of the natural wooded area as practical.
Runoff from rainfall events will be controlled by a series of drainage inlets and be conveyed using
underground piping networks. Each of these networks will empty directly into one of two on -site wet
detention ponds with forebays. The wet ponds located will outfall into unnamed ditches, which are
tributaries to Beaverdam Creek, which outfalls into Wallace Creek Index Number: 19-20.
The stormwater networks and basins will treat runoff from the entire built upon area, with exception to a
small portion of the jogging trail located north of the physical fitness center building. The conservation of
natural area to the top of the slope at the wetland buffer will serve as a densely vegetated and forest
littered buffer strip for filtering and velocity dissipation of runoff from this portion of the trail to the
wetlands. This northern loop of the jogging trail is noted as Drainage Area "T" in the permit application.
The existing and proposed drainage systems have been evaluated for peak flow rates using ICPR software.
ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method (Q=CIA),
Manning's Equation, and StormCAD software have been used in the design of the proposed stormwater
system.
Camp Lejeune P1160 Birch Street Physical Fitness Center
KHA Job # 148136002
-J
SEP 0 7 2010
August 2010

x?g ./—� J LEGEND
APPROXIMATE
SITE BOUNDARY
C-7
�! t v*4 fir• _ �i?
*vow
EL1\7
BAY12
[i7
MF'�
�
_ P1160 PHYSICAL FITNESS CENTER IN FIGURE 1
CAMP LEJEUNE
_ ONSLOW COUNTY, NC A
SITE VICINITY
Kimley-Horn DATA SOURCE ERSI TOPOGRAPHIC MAPSTOPOGRAPHIC MAP
and Associates, Inc. 1 INCH = 1,500 FEET

Appendix A
sEv 01 Z0

z
5
PAVEMENT LEGEND
rt
Mn0
e'OO
.e
PIAMMS
MAIIAT
i,
9
NNIM
®
_
.ANT I-
0
®
-
rt 0
_
PAKUFAT
�.A
NI
[ A YE V 7.2 AAS L IN TK EE901 O 1HE ce iupT
Z
�t
.1. TMW v.KY[xTE 11HH. [ Au s 9 T bM(645,
I
III .E, ID[AAT,m1 1e41
;
�a w a.N 6aT
1 S=M
,.
AT
PI M mW a: W ATY. W WN .m ,
I.lZ,m.
C :MW 5 MM 9iEtl Q.b]
ctuu
• . ,. oE,9n rc.T TA— TAX c•Trt WI
i,mw x.wu.i°oxx omen. IN.wm.xa .w .,Tx , 1m1.
m
`
\
� <M
\
AACTm A W
s.ro m ...�.v v m..xo ...x�,.i r`
M.crzo
.xo.Aom
\
3IN
4 $Ep 0 7 ' 2010
I
s
X=

REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
P-1160 Physical Fitness Center
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-103G
June 16, 2010
Prepared for
Suffolk Construction Company, Inc.
One Harvard Circle, Suite 100
West Palm Beach, Florida 33409
ATTN: Keith Tricome
SEP 0 7 2010
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

June 16, 2010
TO: Suffolk Construction Company, Inc.
One Harvard Circle
Suite 100
West Palm Beach, FL 33409
Attn: Mr. Keith Tricome
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Dear Mr. Tricome:
In compliance with your instructions, we have completed our Subsurface Investigation and
Geotechnical Engineering Services for the above referenced project. The results of this
study, together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
Thank you for the opportunity to work with you on this project. We trust that the information
contained herein meets your immediate need, and should you have any questions or if we
could be of further assistance, please do not hesitate to contact us.
Respectfully Submitted, CAR "'•
G E T Solutions,
Inc. PE Ntissio ��ty
F t( o.
033529
Glenn W. Hohmeier, P.E. 1 �N� oINe �J��r
Senior Project Engineer .....
NC Reg. # 033529 "
CARp',
Camille A. Kattan, P.E. p' SEAL r`
Principal Engineer = 014103
NC Reg. # 014103 = 0...
'-57i FNCIA.
NE� �P=
Copies: (4) Client ' . . .10"
I ` V
SP 0 7 2010E
415 A Western Boulevard • Jacksonville, NC 28546 • Phone: [phone] • Fax: [phone]
[e-mail]

TABLE OF CONTENTS
EXECUTIVE SUMMARY............................................................................................. i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Description.................................................................................1
1.3 Purpose and Scope of Services.............................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................2
2.1 Field Exploration.................................................................................... 2
2.2 Laboratory Testing.................................................................................3
3.0 SITE AND SUBSURFACE CONDITIONS........................................................4
3.1
Site Location and Description................................................................4
3.2
Subsurface Soil Conditions....................................................................5
3.3
Shrink -Swell Characteristics..................................................................6
3.4
On -Site Soil Properties..........................................................................
7
3.5
Groundwater Information.......................................................................7
4.0 EVALUATION AND RECOMMENDATIONS...................................................7
4.1
Clearing and Grading.............................................................................7
4.2
Subgrade Preparation............................................................................8
4.3
Structural Fill and Placement.................................................................8
4.4
Shallow Foundation Design Recommendations.....................................9
4.5
Settlements..........................................................................................10
4.6
Foundation Excavations.......................................................................10
4.7
CMU Wall Construction Joints and Foundation Reinforcement ...........
11
4.8
Floor Slabs...........................................................................................11
4.9
Seismic Design Recommendations.....................................................11
4.10
Pavement Design................................................................................12
4.11
Soil Permeability..................................................................................13
5.0 CONSTRUCTION CONSIDERATIONS.........................................................13
5.1
Drainage and Groundwater Concerns.................................................13
5.2
Site Utility Installation...........................................................................13
5.3
Excavations.........................................................................................14
6.0 REPORT LIMITATIONS.................................................................................14
APPENDIX I BORING LOCATION PLAN
APPENDIX II BORING LOGS
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV CBR TEST RESULTS
APPENDIX V CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
GET
SEP 0 7 20 00

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
EXECUTIVE SUMMARY
The project site is located on the north side of Birch Street within the MCB Camp
LeJeune military installation in North Carolina. The construction at this site is planned
to consist of building a 2-story Physical Fitness Center building of steel frame and load
bearing CMU wall design supported on shallow foundations. At this time the conceptual
site plans indicate that the building will have a footprint area of about 69,000 to 70,000
square feet. The construction at this site is also planned to consist of paved driveways
and parking areas, underground utilities and other associated infrastructure
components.
Our field exploration program included five (5) 30-foot deep Standard Penetration Test
(SPT) borings, drilled by G E T Solutions, Inc. within the footprint of the proposed
structures. Additionally, four (4) 10-foot deep Standard Penetration Test (SPT) borings
were drilled within the proposed pavement areas along with CBR testing. A brief
description of the natural subsurface soil conditions is tabulated below:
RANGES OF,:
AVERAGE
STRATUM
DESCRIPTION
SPTI't N-
; DEPTH (Feet)° '
f? rr' , { -
;t
VALUES
4'k,i<'
1 1 t
aft G?xl sd k�.s`�il�yi}
4 I £ 1T
Jx 1¢� 3J ,.* r , hl aV o- +t&:
J �� $$�`� '� v hlY#II3ha�t iar- i1 `��,
tE' e{. , N A3 f iI(tf3 teJ i f4
FAIR
_
Borings
B 1 through 6 5, andfP through P 4
.,fie
0
to
1 to 4 inches of TOPSOIL
0.08 — 0.33
0.08 — 0.33
SAND
SAND (SM) with varying amounts of silt and clay;
4 to 10
to
I
SILT (ML) encountered at Boring PA only
SILT
2
5
CLAY (CL) with varying amounts of sand and silt.
2.0
The soils within this stratum extended to the boring
The
to
II
termination depth at Borings P-1 and P-2. This soil
5 to 16
8
stratum was not encountered at Boring P-4.
SAND (SP-SM, SM) with varying amounts of silt
8-10
and clay. The soils within this stratum extended to
to
III
the boring termination depth at Borings B-1,
5 to 39
10 to 30
through B-5, P-3 and P-4
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
At the time of our field drilling activities, the groundwater level was recorded at the
boring locations at depths ranging from 11.5 to 13 feet below existing site grade
elevations. These groundwater levels correspond to elevations ranging from about 5.5
to 6 feet (MSL).
The following evaluations and recommendations were developed based on our field
exploration and laboratory -testing program:
SEP 0 7 2010 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
■ Field testing program during construction to include, subgrade proofrolling,
compaction testing, and foundation excavation observations for bearing capacity
verification. All other applicable testing, inspections, and evaluations should be
performed as indicated in the North Carolina State Building Code (2006
International Building Code with North Carolina Amendments).
■ An estimated cut depth of about 6 inches will be required to remove the topsoil
and associated root mat from within the construction areas.
• Some subgrade improvements should be anticipated within the construction
areas (undercutting and backfilling with select fill) as a result of potentially
soft/loose subgrade soils containing appreciable amounts of fines (silt and clay).
• Expansion index testing completed on the shallow subsurface clays at the project
site revealed a very low to low expansion portential.
• Shallow foundations designed using a net allowable bearing capacity of 2,000 psf
(24-inch embedment, 24-inch width).
■ Estimated post -construction total and differential settlements up to 1-inch and 1/2-
inch, respectively.
• The foundations should also be designed with the use of top and bottom
reinforcing steel for added rigidity and to increase the foundation performance
with respect to settlement.
• Concrete Masonry Unit wall construction should be designed to contain
construction joints at on -center distances not exceeding 25 feet. These joints will
provide for more flexible wall members that are less likely to crack as a result of
settlement.
• It is noted that, in accordance with the NC Building Code; Chapter 16, this site is
classified as a site Class D, based on which seismic designs should be
incorporated. This recommendation is based on the data obtained from the
completed SPT borings as well as our experience with shear wave velocity
testing performed on projects within the vicinity of the site.
• Pavement sections to be designed using a CBR value of about 7.2, typical
Pavement sections are provided in the body of the report.
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.
SEP 0 7 2010 I GET,
ii I

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our subsurface investigation and geotechnical
engineering services for the proposed P-1160 Physical Fitness Center Design/Build Facility
located within the Camp LeJeune military installation in North Carolina. Authorization to
proceed with the services was provided by Keith Tricome of Suffolk Construction Company,
Inc.
1.2 Project Description
The construction at this site is planned to consist of building a 2-story Physical Fitness
Center building of steel frame and load bearing CMU wall design supported on shallow
foundations. At this time the conceptual site plans indicate that the building will have a
footprint area of about 69,000 to 70,000 square feet. The maximum wall and column
foundation loads associated with the structure were not known at the time of this report.
However, based on our experience with similar projects, the maximum wall loads
associated with the building are not expected to exceed 6 kips per linear foot, and the
column loads are not expected to exceed 150 kips. The structure's first floor will be
supported on -grade with the distributed loads estimated at 150 pounds per square foot.
The structure's first floor elevation is expected to be located at about 20.5 feet MSL. The
existing site grade elevations within the proposed construction area of the site were
generally noted to range from about 15 to 20 feet MSL. Accordingly, cut and fill operations
necessary to establish the design grade elevations are not anticipated to exceed about 5
feet.
The construction at this site is also planned to consist of paved driveways and parking
areas, underground utilities and other associated infrastructure components.
If any of the noted information is incorrect or has changed, please inform G E T Solutions,
Inc. so that we may amend the recommendations presented in this report, if appropriate.
1.3 Purpose and Scope of Services
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
1. General assessment of the soils revealed by the borings performed at the
proposed development.
SEP 0 7 2010 I
GET
L

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
June 16, 2010
General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills or surficial/subsurface organics.
In addition, an evaluation of the shrink/swell characteristics of the shallow
Clay soils present at the site was conducted (expansion index testing) and
their effect upon the development is provided.
Soil subgrade preparation, including stripping, grading and compaction.
Engineering criteria for placement and compaction of approved structural fill
material.
4. Construction considerations for fill placement, subgrade preparation, and
foundation excavations.
5. Feasibility of utilizing a shallow foundation system for support of the proposed
structure. Design parameters required for the foundation system, including
foundation sizes, allowable bearing pressures, foundation levels and
expected total and differential settlements.
6. Typical pavement sections based on the field exploration activities (4 CBR
tests and associated borings) and our experience with similar soil conditions.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Prior to development of
this site, an environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated
foundation parameters, five (5) 30-foot deep SPT borings (designated as B-1 through B-5)
were drilled within the proposed structure's footprint.
In order to explore the general subsurface soil types and to aid in developing associated
pavement design parameters, four (4) 10-foot deep Standard Penetration Test (SPT)
borings (designated as P-1 through PA) were drilled within the proposed parking and
driveway areas.
To aid in developing associated storm water management parameters, two borings and two
(2) saturated hydraulic conductivity tests (in -situ) were proposed to be completed within the
proposed stormwater management pond. However, at the time of our subsurface
exploration procedures, the proposed storm water management pond area had not been
determined. Therefore, this testing was not performed.
r � d 7 2010
Solutiodsl'1nc� '�,�?�

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
The SPT borings were performed with the use of rotary wash "mud" drilling procedures in
general accordance with ASTM D 1586. The tests were performed continuously from the
existing ground surface to a depth of 12-feet, and at 5-foot intervals thereafter. The soil
samples were obtained with a standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The
sampler was driven with blows of a 140 lb. hammer falling 30 inches, using an automatic
hammer. The number of blows required to drive the sampler each 6-inch increment of
penetration was recorded and is shown on the boring logs. The sum of the second and third
penetration increments is termed the SPT N-value (uncorrected for automatic hammer). A
representative portion of each disturbed split -spoon sample was collected with each SPT,
placed in a glass jar, sealed, labeled, and returned to our laboratory for review.
Four (4). bulk soil samples, designated as CBR-1 through CBR-4, were collected from the
proposed pavement areas at the location of borings P-1 through P-4, respectively. The
bulk subgrade soil samples were collected from depths ranging from 0.25 to 1 foot below
existing grades. The bulk soil samples were returned to our laboratory and subjected to
CBR testing in accordance with ASTM standards.
Two (2) thin -walled tube samples were obtained from the shallow CLAY stratum, by
hydraulically pressing a 3-inch outside diameter Shelby tube into the soils. Specifically the
tube samples were obtained at the location of borings B-1 and B-3 at a depth of 2 to 4 feet
below the existing site grades. The tubes were sealed to prevent moisture loss and
returned to the laboratory for extraction, classification and expansion index testing.
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System unit as well as the "State
Plane" coordinates selected from the project site plan. The approximate boring locations
are shown on the attached "Boring Location Plan" (Appendix 1), which was reproduced
based on the site plan provided by Kimley-Horn and Associates, Inc.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D2488.
Four (4) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture, 4200 sieve wash and Atterberg Limit testing and analysis,
in order to corroborate the visual classification. These test results are provided in Table I
on the following page and are presented on the "Boring Log" sheets (Appendix II), included
with this report.
3 SEP 0 7 2010
Solutlon5,71nc, , �;

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Table I - Laboratory Test Results
June 16, 2010
" "
"Natural'
�� %'"
Atterberg -'
°�+•USCS ,', '
Bormg ,,,
No
;Depth
(Feet)If
'Moisturre =
Passing
. `L'-imits
..Classificatio
^�i •�; tt .t,
f, , t
% 4
#200
(LL/ L/PPI)
n
B-2
8-10
17.6
14.4
Non Plastic
SM
B-2
10-12
6.0
7.9
Non Plastic
SP-SM
B-3
13-15
21.9
14.7
Non Plastic
SM
B-4
10-12
21.8
17.84
Non Plastic
SM
In addition, selected soil samples from the collected Shelby tubes were subjected to
expansion index, 4200 sieve wash and Atterberg Limit testing and analysis to evaluate the
shrink/swell characteristics of the shallow on -site Clay soils. These test results are provided
in Table II below and are presented on the "Boring Log" sheets (Appendix II), included with
this report.
Table II - Laboratory Expansion Index Test Results
:Boring'
' Depth
Natural
'' ��
,ram %
`Passing
Atterberg'
r= g
Ex ansion
p �,
Jndex
,,Expansion
,r USCS, 1,
(F.eet),
Moisture
tiO
#200"
Limits
r(LL/PGPI)
' Value'
Potential
Classification,
B-1
2
14.1
65.2
30/15/15
17
Very to
CL
LLLow
B-1
3
20.2
68.8
32/15/17
17
Very ow to
CL
B-3
3.5
14.1
62.0
25/15/10
Not Tested
Not Tested
CL
'Expansion Index Potential 0-20, Very Low; 20-50, Low; 51-90, Medium; 91-130 High
The selected representative bulk subgrade soil samples (from the pavement areas) were
subjected to natural moisture content, 4200 sieve, Atterberg Limits, Standard Proctor, and
CBR testing in accordance with ASTM standards. A summary of the CBR test results and
the moisture density relationship curves (Proctor Curves) are presented in Appendix IV.
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
The project site is located on the north side of Birch Street within the MCB Camp LeJeune
military installation in North Carolina. This site consists predominantly of a heavily wooded
parcel. The proposed construction areas are bordered to the south by Birch Street followed
by a heavily wooded area, and to the north, east and west by a wooded area. A small
unnamed creek meanders along the northern and western boundary of the site.
SEP 0 7 2010
GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
3.2 Subsurface Soil Conditions
The results of our soil test borings indicated the presence of approximately 1 to 4 inches of
topsoil at the boring locations. Underlying the topsoil the remaining subsurface soils
recovered at the boring locations were generally uniform and consistent to the explored
depths and noted to be arranged in a three -layer configuration.
The initial soil layer underlying the topsoil at the boring locations extended to a depth of
approximately 2 feet below existing grades and was noted to be primarily granular in nature
consisting of SAND (SM) with varying amounts of silt and/or clay. As an exception, a
deposit of medium stiff Sandy SILT (ML) was encountered at boring P-4. The Standard
Penetration Test (SPT) results, N-values, recorded within this initial granular soil layer
ranged from 4 to 10 blows -per -foot (BPF) indicating a very loose to loose relative density.
The second soil layer extended beneath the initial soil layer to approximate depths of 8 feet
to 10 feet below existing site grades. The recovered soils were classified as Sandy CLAY
(CL). As an exception, this layer was not encountered at boring P-4 location. The Standard
Penetration Test (SPT) results, N-values, recorded within this soil layer ranged from 5 to 16
blows -per -foot (BPF) indicating a medium stiff to very stiff consistency.
The final soil layer extended beneath the second soil layer to approximate depths of 10 to
30 feet below existing site grades (boring termination depths) where the recovered soils
were classified as SAND (SM and SP-SM) with varying amounts of silt. As an exception,
this layer was not encountered at boring P-1 and P-2 locations. The Standard Penetration
Test (SPT) results, N-values, recorded within this soil layer ranged from 5 to 39 blows -per -
foot (BPF) indicating a loose to dense relative density.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III), which should
be reviewed for specific information as to the individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring locations.
The stratifications represent the approximate boundary between subsurface materials and
the transition may be gradual or occur between sample intervals. It is noted that the topsoil
designation references the presence of surficial organic laden soil, and does not represent
any particular quality specification. This material is to be tested for approval prior to use.
7,��PO 2010
Solution§; Inc , -..-i

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
3.3 Shrink -Swell Characteristics:
The Clayey soils recovered during our field exploration were evaluated for their potential to
expand or contract with moisture changes (typically termed shrink -swell). Shallow
foundations constructed on these clays at certain depths may be subjected to detrimental
uplift forces caused by the swelling of these soils as a result of an increase in the moisture
content. Conversely, as these clays lose moisture they may shrink resulting in excessive
settlements. This situation can adversely affect the foundation.
The most important fact to remember is that swelling and shrinking will only take place if
moisture changes occur, which can be induced by change in weather conditions, leaky
pipes, poor drainage and site layout (i.e. reduction of trees, elevation change etc.). The
depth of the soil influenced by weather conditions is termed the "active depth", which will
vary due to weather changes, locality and the presence or absence of ground water. Soils
encountered below the active zone may posses the characteristics for potential
shrink/swell, but since the water content of the soil is constant, volume changes will not
take place. The local active depth associated with the change in weather conditions
generally extends to about 4 to 10 feet below existing grades depending on the region, and
site topography.
Many researchers have developed relationships between the shrink/swell potential and
various soil properties. Liquid Limit (LL) and Plasticity Index (PI) testing are commonly
used as indicators of shrink/swell potential, ,with the higher Pi's resulting in higher
shrink/swell potential. Several publications recognize soils with Pi's in excess of 25 as high
potential shrink/swell soils, conversely soils with Pi's less than 15 are considered to be of
low shrink/swell potential.
Another indicator to consider when evaluating the shrink/swell potential is the fines
(Silt/Clay) content. The greater the fines content the more susceptible the soil is to
moisture changes. Alternatively, plastic soils containing greater than 25%to 30% Sand by
weight are not as likely to experience significant volume changes even though the Plasticity
Index (PI) may indicate otherwise. Furthermore, the local USDA Soil Surveys and the soil
mineralogy are also used as an indicator of shrink/swell potential.
In order to further qualify the expansion potential of these soils, the definition presented in
ASTM D-4829-95 test method may be utilized, where the following criteria are provided:
Expansion Index (EI) Potential Expansion
0-20 Very Low
21-50 Low
51-90 Medium
91-130 High
>130 Very High
6 SEP 0 7 2010 I GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
3.4 On -Site Soil Properties:
Based on the visual and laboratory classification (Sand content of 62% to 68%, PI's 10 to
17, Expansion Index of 17), the soils encountered at the boring locations to depths of 2 to 4
feet below existing grades are considered to have low shrink/swell potential. Accordingly,
foundation improvements will not be required to accommodate shrink/swell concerns.
3.5 Groundwater Information
The groundwater level was recorded at the location of borings B-1 through B-5 and as
observed through the wetness of the recovered soil samples during the drilling operations.
The initial groundwater table encountered at these boring locations was measured to occur
at depths ranging from 11.5 to 13 feet below current grades, which corresponds to an
elevation ranging from about 5.5 feet to 6 feet (MSQ.
The groundwater level was not encountered to the explored depths of 10 feet below the
existing site grade elevations at borings P-1 through P-4.
The boreholes were backfilled upon completion for safety considerations. As such, the
reported groundwater levels may not be indicative of the static groundwater level.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
4.0 EVALUATIONS AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described, we
request the opportunity to review our recommendations and make any necessary changes.
4.1 Clearing and Grading
The proposed construction area should be cleared by means of removing the topsoil, trees,
and associated root mat. It is estimated that a cut of up to 6 inches in depth will be
required to remove the topsoil. This cut is expected to extend deeper in isolated areas to
remove deeper deposits of organic soils, or unsuitable soils, which become evident during
the clearing. It is recommended that the clearing operations extend laterally at least 5 feet
beyond the perimeter of the proposed construction areas.
SEP 0 7 2010

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SM) and SILT (ML) containing an appreciable amount of fines (silt and clay).
Accordingly, combinations of excess surface moisture from precipitation ponding on the site
and the construction traffic, including heavy compaction equipment, may create pumping
and general deterioration of the bearing capabilities of the surface soils. Therefore,
undercutting to remove loose soils in isolated areas should be expected. The extent of the
undercut will be determined in the field during construction based on the outcome of the
field testing procedures (subgrade proofroll). In this regard, and in order to reduce
undercutting, care should be exercised during the grading and construction operations at
the site.
Furthermore, inherently wet subgrade soils combined with potential poor site drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should be
performed during a dry season if at all possible. This should minimize these potential
problems, although they may not be eliminated. The project's budget should include an
allowance for subgrade improvements (undercut and backfill with structural fill or aggregate
base in the building and pavement areas).
4.2 Subgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densified with a
large static drum roller. After the subgrade soils have been densified, they should be
evaluated by G E T Solutions, Inc. for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of loose material hidden beneath a crust of better soil.
Several passes should be made by a large rubber -tired roller or loaded dump truck over the
construction areas, with the successive passes aligned perpendicularly. The number of
passes will be determined in the field by the Geotechnical Engineer depending on the soils
conditions. Any pumping and unstable areas observed during proofrolling (beyond the
initial cut) should be undercut and/or stabilized at the directions of the Geotechnical
Engineer.
Following the proofroll and approval by the engineer, it is recommended that the newly
exposed subgrade soils be compacted to a dry density of at least 95 percent of the
Modified Proctor maximum dry density (ASTM D1557), as tested to a depth of at least 12
inches.
4.3 Structural Fill and Placement
Following the approval of the natural subgrade soils by the Geotechnical Engineer, the
placement of the fill required to establish the design grades may begin. Any material to be
used for structural fill should be evaluated and tested by G E T Solutions, Inc. prior to
placement to determine if they are suitable for the intended use. Suitable structural fill
material should consist of sand or gravel containing less than 20% by weight of fines (SP,
SP-SM, SM, SW, SW-SM, GP, GP-SM, GW, GW-SM), having a liquid limit less than 20
and plastic limit less than 6, and should be free of rubble, organics, clay, debris and other
unsuitable material.
8 SEP 0 7 2010 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
The Silty SAND (SM) and SAND (SP-SM) subsurface soils encountered at the boring
locations appear to meet the criteria recommended in this report for reuse as structural fill.
Further classification testing (natural moisture content, gradation analysis, and Proctor
testing) should be performed in the field during construction to evaluate the suitability of
excavated soils for reuse as fill within building and pavement areas. The remaining on -site
excavated soils (Topsoil, SILT and CLAY) are not anticipated to be suitable for re -use as
structural fill but may be used as fill within green areas.
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
G E T Solutions, Inc. should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as previously above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
Care should be used when operating the compactors near existing structures to avoid
transmission of the vibrations that could cause settlement damage or disturb occupants. In
this regard, it is recommended that the vibratory roller remain at least 25 feet away from
existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Shallow Foundation Design Recommendations
Provided that the construction procedures are properly performed, the proposed structure
can be supported by shallow spread footings bearing upon firm natural soil or well
compacted structural fill material. The footings can be designed using a net allowable soil
pressure of 2,000 pounds per square foot (psf). In using net pressures, the weight of the
footings and backfill over the footings, including the weight of the floor slab, need not be
considered. Hence, only loads applied at or above the finished floor need to be used for
dimensioning the footings.
In order to develop the recommended bearing capacity of 2,000 pounds per square foot
(pso, the base of the footings should have an embedment of at least 24 inches beneath
finished grades and wall footings should have a minimum width of 24 inches. In addition,
isolated square column footings are recommended to be a minimum of 3 feet by 3 feet in
area for bearing capacity consideration. The recommended 24-inch footing embedment is
considered sufficient to provide adequate cover against frost penetration to the bearing
soils.
9 i SEP 0 7 2010
i

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
4.5 Settlements
It is estimated that, with proper site preparation including the subsurface improvements
noted above (where required), the maximum resulting post construction total settlement of
the proposed building foundations should be up to 1 inch, as contributed by the foundation
bearing soils. The maximum differential settlement magnitude is expected to be less than 1/2
-inch between adjacent footings (wall footings and column footings of widely varying
loading conditions), as contributed by the foundation bearing soils. The settlements were
estimated on the basis of the results of the SPT borings. Careful field control will contribute
substantially towards minimizing the settlements.
4.6 Foundation Excavations
In preparation for shallow foundation support, the footing excavations should extend into
firm natural soil or well compacted structural fill. All foundation excavations should be
observed by G E T Solutions, Inc. At that time, the Geotechnical Engineer should also
explore the extent of excessively loose, soft, or otherwise unsuitable material within the
exposed excavations. Also, at the time of footing observations, the Geotechnical Engineer
may find it necessary to make hand auger borings or use a hand penetration device in the
bases of the foundation excavations.
If pockets of unsuitable soils requiring undercut are encountered in the footing excavations,
the proposed footing elevation should be re-established by means of backfilling with
"flowable fill", concrete, or a suitable structural fill material compacted to a dry density of at
least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557), as
described in Section 4.3 of this report, prior to concrete placement. This construction
procedure will provide for a net allowable bearing capacity of 2,000 psf.
Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of
all footings be compacted using hand operated mechanical tampers, to a dry density of at
least 95% of the Modified Proctor maximum dry density (ASTM D 1557) as tested to a
depth of 12 inches, for bearing capacity considerations. In this manner, any localized
areas, which have been loosened by excavation operations, should be adequately
recompacted. The compaction testing in the base of the footings may be waived by the
Geotechnical Engineer, where firm bearing soils are observed during the footing
inspections.
Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in condition such as from physical disturbance, rain or frost.
Surface run-off water should be drained away from the excavations and not be allowed to
pond. If possible, all footing concrete should be placed the same day the excavation is
made. If this is not possible, the footing excavations should be adequately protected.
10
I SEP 0
� 2010 J

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
4.7 CMU Wall Construction Joints and Foundation Reinforcement:
In order to further reduce the effect of any potential settlements upon the partial height
CMU and brick walls, it is recommended that construction joints be implemented at on -
center distances not exceeding 25 feet. These joints will provide for more flexible wall
members that are less likely to crack as a result of any settlement.
In order to provide a more rigid foundation system, more tolerant to the anticipated
differential settlements, the wall footings should be designed with top and bottom steel
reinforcement and stirrups. This approach will permit the footings to more effectively bridge
over soft areas, minimizing the potential for foundation cracking. Column footings should
also have top and bottom steel reinforcement.
4.8 Floor Slabs
The floor slab may be constructed as a slab -on -grade member provided the previously
recommended earthwork activities and evaluations are carried out properly. It is
recommended that the ground floor slab be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SIP) or gravel (GP) with less than 5%
passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act as a
capillary barrier and equalize moisture conditions beneath the slab.
It is recommended that all ground floor slabs be "floating". That is, generally ground
supported and not rigidly connected to walls or foundations. This is to minimize the
possibility of cracking and displacement of the floor slabs because of differential
movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection; consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
4.9 Seismic Design Recommendations:
It is noted that, in accordance with the NC Building Code; Chapter 16, this site may be
classified as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the SPT borings as well as our
experience with shear wave velocity testing performed on projects within the vicinity of the
site.
- -- ---- 1
11 �tP 0 7 2010 I GET

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
4.10 Pavement Design
June16,2010
The California Bearing Ratio (CBR) test results indicated an average soaked CBR value of
10.8. The average soaked CBR value was multiplied by a factor of two-thirds to determine
a pavement design CBR value. The two-thirds factor provides the necessary safety
margins to compensate for some non -uniformity of the soil. Therefore, a CBR value of 7.2
should be used in designing the pavement sections. The typical pavement sections
provided in the following table are based on the results of our laboratory CBR testing, field
explorations, and experience with similar soils conditions. Furthermore, these typical
sections do not represent a completed pavement design in accordance with the UFC or
NCDOT requirements and are considered to be preliminary.
Table II — Typical Minimum Pavement Sections
Hot,Mix As
Section
Concrete'
Aggregate.
"• +
Subgrade"""-
Surface
4
(SF-9.5A or.
Base
i,C.,.
„gale"
g-95b).
(119),
Standard Duty
2"
8"
Stable
Asphalt
Heavy Duty
2"
3"
-
8"
Stable
Asphalt
Rigid
_
-
5"
4"
Stable
(Standard Duty)
Rigid
6"
4"
Stable
(Heavy Duty)
Concrete minimal flexural strength of 650 psi at 28 days.
NCDOT ABC, compacted to a dry density of at least 98% of the Modified Proctor maximum dry density
(ASTM D 1557).
"" Compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D 1557).
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The above sections
correspond to thickness representative of typical local construction practices and as such
periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to United Facilities Command (UFC) and/or North Carolina
Department of Transportation (NCDOT) requirements.
Following pavement rough grading operations, the exposed subgrade should be observed
under proofrolling. This proofrolling should be accomplished with a fully loaded dump truck
or 7 to 10 ton drum roller to check for pockets of soft material hidden beneath a thin crust of
better soil. Any unsuitable materials thus exposed should be removed and replaced with a
well -compacted material. The inspection of these phases should be performed by the
Geotechnical Engineer or his representative. The subgrade soils are likely to be unstable
at the time of construction and some ground improvements are likely. As such, the
project's budget should include a contingency to accommodate the potential ground
improvements.
12 SEP 0 7 2010
Solutioics Inc. ' ;� '

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Where excessively unstable subgrade soils are observed during proofrolling and/or fill
placement, it is expected that these weak areas can be stabilized by means of thickening
the base course layer by 2 to 4 inches and/or lining the subgrade with geotextile fabric
(Mirafi HP270 or equivalent). These alternates are to be addressed by the Geotechnical
Engineer during construction, if necessary, who will recommend the most economical
approach at the time.
4.11 Soil Permeability
At the time of our subsurface exploration procedures, the proposed storm water
management pond area had not been determined. Therefore, this testing was not
performed. Soil permeability testing can be performed once the stormwater pond areas
have been determined. The results of this testing can be provided as an addendum to this
report.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
may require well pointing.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
If water collects in foundation excavations, it will be necessary to remove water from the
excavations, remove saturated soils, and re -test the adequacy of the bearing surface soils
to support the design bearing pressure prior to concrete placement.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placements to verify the suitability of the bearing soils. If unstable bearing
soils are encountered during installation some form of stabilization may be required to
provide suitable bedding. This stabilization is typically accomplished by providing additional
bedding materials (NCDOT No. 57 stone). In addition, depending on the depth of the utility
trench excavation, some means of dewatering may be required to facilitate the utility
installation and associated backfilling.
All utility excavations should be backfilled with structural fill, as described in Section 4.3 of
this report. _--�
CEP 0 7 2010 I
13 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P•1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
5.3 Excavations
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client and their consultants for
the proposed project. If there are any revisions to the plans for this project or if deviations
from the subsurface conditions noted in this report are encountered during construction,
G E T Solutions, Inc. should be notified immediately to determine if changes in the
foundation recommendations are required. If G E T Solutions, Inc. is not retained to
perform these functions, G E T Solutions, Inc. can not be responsible for the impact of
those conditions on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
SEP 0 7 2010
14 -
OWN
Solutloris' ric 7—

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of Suffolk
Construction Company, Inc. and their consultants for the specific application to the
proposed P-1160 Physical Fitness Center project located within the Camp LeJeune military
installation in North Carolina.
15 SEP 0 7 2010
I
_ J
21
$61utlonS,;1nc

APPENDICES
BORING LOCATION PLAN
II BORING LOGS
III GENERALIZED SOIL PROFILE
IV CBR TEST RESULTS
V CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
I--- - -- -�
SEP o 7 201a j
i

� r
k
IN-
s. 'PHYSICAL FITNESS
CENTERBU]LDING�1 \ a \ it �1\.1\l` -t
F F 20:50°�
.tt>1nwM.-
�y+R.�{
gag,
--..-
^
�Pli,
,•:
�-
���
111M.
w
�;
�t
;
BORING LOCATION PLAN
PROJECT: P-1160 Physical Fitness Center
MCB Cmap Lejeune, North Carolina
PROJECT NO: JX10-103G
CLIENT: Suffolk Construction Company, Inc.
SCALE: As Drawn
DATE: 6/11 /2010
PLOT BY: gh
S€P 0 7 2010

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
�L.f,;,f:.[,•i:,�<,..r^nLa„M;
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-1
DEPTH TO WATER - INITIAL': $ 13 AFTER 24 HOURS: T, _ CAVING> _C
r'
oo
TEST RESULTS
Plastic Limit H Liquid Lim
�-
Description
P
E z
E o
E
o
wo
E
o
n
N~
m a
z
o
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
3-inches of Topsoil
2
1
ss
a
5
6
8
s,z:
8.8:
.
.2
Tan, moist, Silty fine to medium SAND (SM), Loose
2'
Slightly mottled brown -tan, moist, Sandy CLAY (CL), Stiff
2
ss
a
5
15
Shelby Tube taken from 2 to 4 feet
6
5
Mottled gray-orangish brown, moist. Sandy CLAY (CL), Medium Stiff
3
ss
7
14
2
to Stiff
e
15
/
4
ss
7
a
7
2
10
5
5s
4
6
10
Tan and brown, moist to wet, Poorly Graded fine SAND (SP-SM)
with trace Silt, Loose to Dense
f%[ i
n'. n:
i.: i. ii
6
ss
16
23
39
of lJ.
aa:tr
23
f ltC1:
0
7
55
y
18
/
15
u; N.
1:1:
I ;I:I1
i :IL i if
0
6
IIlIf
1;1.11:
19:l 11
i :f4i
11
j
j
0
8
55
5
6
6
20
irr}:
t lllir
r i:rr
rii
1n;rr
3
5
1'n; [ i
'f �a :
9
ss
3
6
25
5:cf[1
4
-
I:Cfr
e
ia[ci
3
_
-10
f.ht1:
?"[tli
10
55
i
4
7
30
10
Boring terminated at 30 ft.
-15
35
Notes: i g E p 0 7 2010 I SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwal Wa6Q may not be indicative o/ the staticr n w level, W H= Weiaht of H mmar

G, ET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
L
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
uarcnrtxw.nw�.,,.;,u�. mrtp
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
BORING LOG
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-2
DEPTH TO WATER- INITIAL': s 13 AFTER 24 HOURS: S CAVING> _L
M
„
o
TEST RESULTS
Plastic Limit H Liquid Lim
am
a d
Description
d
a d
a>
a °'
3 �O
—'�
y
o E
o
z
N
m a
z\
Moisture Content- •
N-Value -
0
0
8
16
10 20 30 40 50 60 70
1-inch of Topsoil I
11
ss
3
a
5
/
/
/
Brown, moist, Silty fine to medium SAND (SM), Loose
2
Mottled orangish brown -tan, moist. Sandy CLAY (CL), Stiff
2
ss
4
e
5
Mottled gray to orangish brown, moist, Sandy CLAY (CL), Stiff
3
ss
e
8
14
j
2
4
55
t
6
7
14
j
8
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
6
SS
t
5
11
4.4
r
10
4/
Tan and brown, moist to wet, Poorly Graded fine SAND (SP-SM)
with trace Silt, Loose to Medium Dense
�':'�' i
4:1 C
6
ss
5
e
13
7 9
L'JI U.
A:Ci i
4
Z.
fXLVI
5
/
u:r1.
7
SS
5
6
11
j
n ri;i
$Fife
[F[1
4
0
i,ii,
8
55
3
6
/ :
6
20
]:'_trl
I fii
3
.1 11: Lr
ri it
1[¢r L1
I :I'it
.,:I:[r
3
rn�.+:
9
55
3
3
6
25
,:, LI
3
A:Lt
8
f 3LLt;
tiLi
lJ:
Aa.if
4
10
rr.L1:
10
ss
3
6
-
30
_
3
4
Boring terminated at 30 ft.
0
_
1s
3s
_
zo
Notes: SS = Split Spoon Sample
ST , Shelby Tube Sample
HA = Hand Auger Sample
BS =Bulk Sampl e
����
*The initial r n w rr in m n indicative l a" r n wa rlevel. !% I= ei 1 m

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
GronxR�'NGWmemmmL•Me/wJ
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-3
DEPTH TO WATER -INITIAL': V 13 AFTER 24 HOURS: 4w� _ CAVING> _L
c r
u
m
o
TEST RESULTS
Plastic Limit H Liquid Lim
a
a m
Description
E
a d
n>
n. m
3 t0
`k
w�
o E
o
N z
N
N
m a
z
o
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
3-inch of Topsoil
2
'G
[
1
2
ss
ss
2
n
n
5
s
4
10
4
.2
Light brown, moist, Silty fine SAND (SM) with trace Clay, Very Loose
2
Slightly mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
15
Shelby Tube taken from 2 to 4 feet
11
2.
j ll
5
3
ss
s
6
Slightly mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
2
6
ll
4
ss
5
11
j
8
Brown, moist, Silty fine to medium SAND (SM) with trace Clay,
Medium Dense
:
s
ss
2
a
7
n
j 1.
I_
10
10
6
11
j ll
6
55
6
a
6
I
_
7
5
7
ss
to
20
14.7
/
1s
18
wn, moist to wet, Poorly Graded fine SAND (SP-SM)
Tan and brown,
with trace Silt, Loose to Medium Dense
1n
12
j
/
/
ii(y r
,r.+: t
8
ss
6
6
6
0
6
20
l
5
f 31C1:
dfr[i
;
2
-5f
al
1:L1f
0
ss
2
5
25
'4:
'n; cJ.
3
8
II ;CLI'
i :G41:
_
11'1Y
-10
ti:.
10
ss
4 4
8
30
5
j
10
Boring terminated at 30 fit.
1s
35
Notes: SS - Split Spoon Sample
ST = Shelby Tube Sample
S E P 0 7 2010 1 FIA = [land Auger Sample
BS = Bulk Sample
*The initial aroundwater readina may ool be indicative ol the staticgroundwater l v 1. W I -I - Weicht of lammei m

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leieune, NC PROJECT NO.: JX10-103G
GavA,Mtl•Gdm,r�nur.lbflgd
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-4
DEPTH TO WATER - INITIAL% a 11.5 AFTER 24 HOURS: ;: _ CAVING> L
C 2
t o
t
u
N
_
VI
o
O
TEST RESULTS
Plastic Limit H Liquid Lim
>
Description
L
d
E Z
E u
E
1p
o>
u
W
o E
o
c7
1n
N~
m a
z
o
Moisture Content - •
rn
N-Value -
0
0
10 20 30 40 50 60 70
3-inch of Topsoil
2
1
ss
e
7
j
15
Tan, moist, Silty fine SAND (SM) with trace Clay, Loose
5
.
2
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
4
/
2
ss
s
to
5
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
3
55
7
e
a
14
i
j
2
6
j
a
10
4
SS
7
14
7
2
5
SS
4
S
j
1
0
.
0
Brown, moist to wet, Silty fine to medium SAND (SM) Medium Dens
t
6
ss
0
too
2017.
5
4
13-.IRr1
.r3:i1:
/
an, wet, Poorly Graded fine SAND (SP-SM) with trace Silt, Loose t
Medium Dense
+;? r f i
7
ss
10
17
1 d:iil
6
i?r.ti
0
fl tl:[1
4
., iir'
8
ss
6
13
j
6
20
li i is
atU
5
d A:tl
a :r.ir
J:I r t 1
5
-0:f.tf
y
SS
4
7
25
l'Ctl.
--
7
6
.1XCc
-10
'X 1:
i:f rt i
is tl.
.lXCC
3
r 1111:
10
ss
4
7
j
30
'afr'i
4
Boring terminated at 30 ft.
-15
10
35
20
"°c°s: I oon Sample
= Split pTube
S E P
O SS - Shelby Sample
7 2� ��
HA - Hand Auger Sample
i BS = Bulk Sample
*The initial r n w r reading may not be indicative of the staticr n wa rl 1 >• W = h Hammei

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
'"-
dvei,rkW.J:�airm,v�'uul•Ra'Lq
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-5
DEPTH TO WATER - INITIAL': v 13 AFTER 24 HOURS: T _ CAVING> _L
o
o
0
0
0
00
TEST RESULTS
Plastic Limit H Liquid Lim
V
o
�,
Description
a
,�
a d
E
n>
E
o- °'
E
3 '°—
o
> N
0
o
o E
�,
o
Z
N U
N
m a
Z
v
Moisture Content - •
IJ2N-Value
-
0
0
10 20 30 40 50 60 70
3-inch of Topsoil II
a
1
S5
6
10
Tan, moist, Silty fine SAND (SM), Loose
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff z
5
4
2
ss
6
10
5
7
15
j
5
4,
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff to Very
Stiff
3
55
7
8
7
16
j
j
4
55
7
7
6'
Brown, moist, Silty fine to medium SAND (SM) Loose
€
5
ss
6
3
5
8
10
10
22
j
j
Tan to light gray, moist to wet, Poorly Graded fine SAND (SP-SM)
with trace Silt, Loose to Medium Dense,
r 3: n:
,,;;
s
ss
9
13
,,;
uir1.
17
4
Z.
5
':';!r'
7
SS
3
5
6
rf.r1.
15
.i a:iii
4
Lrl
3
0
li:i i
a
S5
4
7
6
20
]];f CI
4
-
riri
J [I:r Ll
6
9
ss
4
25
0: 3.
4
—
I X: v
f 3t[1:
.10
i.1:L1:
21
j
10
559
6
2
30
i Pf�l
13
10
Boring terminated at 30 ft.
1s
I
35
LEI
20
Notes: amle
t Soon
SEP 0 7 2p10 SS= ShelbypTube Sample
HA = Hand Auger Sample
I 65 Bulk Sample
*Theinitial r n w r in indicative f i r dw r l v l HHammei

GET
cw�wrn•c.dm�w. mrav
BORING LOG
P-1
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS:. S CAVING> L
c 2
w
L.. 2
0 E
L
d
o v
E Z
to
E
o
O
o
v
TEST RESULTS
m
Plastic LimitH Liquid LiDescription
Moisture Content - •7
N-Value -
0
0
7
11
3
3
10 20 30 40 50 60 70
4-inch of Topsoil
1
ss
2
3
5
/
j
j
j
/
1s
.3MU
Brown, moist, Silty fine SAND (SM) with some Clay, Loose
2
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
2
3
Ss
ss
5
6
7
5
7
6
2
5
10
4
55
6
6
7
5
ss
5
6
10
4
Boring terminated at 10 ft. ,
s
1s
0
—
6
20
5
8
25
10
30
10
15
20
35
Notes: -' SS - Split Spoon Sample
SEP 0 7 �010 SA- Hand Auger SamT - Shelby Tube ple le
BS - Bulk Sample
*Theinitial r n w r r in n indicativef h i w r level. - iJammer

GETPROJECT:
BORING LOG
P-2
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': S _ AFTER 24 HOURS: S CAVING> L
wo
o- v
E
o- iu
Q d
Description
o.
c- o
N z
a
N �°u
a m
vEci I—
3 t2
m L
m
Z\
a
TEST RESULTS
Plastic Limit I --I Liquid Lim
Moisture Content- •
N-Value -
0
0
5
10
15
14
11
10 20 30 40 50 60 70
3-inch of Topsoil
"
1
ss
3
a
5
Zia,
j
/
j4
/
j
.2
Tan, moist, Silty fine SAND (SM) with trace Clay, Loose
2
Mottled orangish brown -light gray, moist, Sandy CLAY (CL), Stiff
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
2
3
ss
ss
66
4
5
6
7
7
6
5
7
9
15
2
6
0
10
5
ss
5
6
4
Boring terminated at 10 ft.
5
15
6
0
20
5
a
25
—
-10
30
10
15
35
-20
Notes: I - - - SS = Split Spoon Sample ST = Shelby Tube Sample
SEP O 7 2010 HA = Hand Auger Sample
1 BS - Bulk Sample
*The initial groundwaterr in may not indicative of the staticn w rlevel, W01 I -

GETPROJECT:
ca,ya.;n,:c,x,�.m:,,m•,be
BORING LOG
P-3
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': 9w AFTER 24 HOURS: _ CAVING> L
c2
wo
a m
E
a in
o
Description
u
a
n 6
vE° Z
n>
vE°
�' m
vE° ~
3 tO
m a
m`
Z
o
v
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
20
0
0
7
14
16
3
21
10 20 30 40 50 60 70
2-inch of Topsoil
t
ss
3
3
;
.
j
j
j4
j
Brown, moist, Silty fine SAND (SM) with little Clay, Loose
2
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff to Very
Stiff
B
Tan, moist, Silty fine to medium SAND (SM), Medium Dense
2
3
ss
ss
6
e
8
8
7
5 `
2
15
5
ss
ss
5
7
5
8
12
z
10
10
4
Boring terminated at 10 ft.
—
15
5
0
20
-5
0
25
—
—
10
30
10
15
35
Notes: - SS = Split Spoon Sample
ST = Shelby Tube Sample
S E P 0 7 2010 I HA = Fland Auger Sample
BS = Bulk Sample
*Theinitial r n w rr in m indicativel i r n w rlevel, W = h H min

GET
cAwa�•E,wb„>,.1r+
BORING LOG
P-4
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': Q _ AFTER 24 HOURS: -T _ CAVING> -C
Z �,
'2 J
> N
w
a d
m a1
p E
n T,
m
o
Description
a
A
a d
E z
n. >
E o
N
,
n °'
E
3 tO
o
m a
m#
z\
o
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
zo
0
0
5
7
zz
26
17
10 20 30 40 50 60 70
4-inch of Topsoil
1
ss
2
3
j
/
/R'
.3
Brown, moist, Sandy SILT (ML) with trace Clay, Soft
z:
Orangish brown and tan, moist, Silty fine to medium SAND (SM) wit
little Clay, Loose
Brown and tan to tan, moist, Poorly Graded fine SAND (SP-SM) with
trace Silt, Medium Dense
1:e i r'
ji.`��_
real
aa[r
ryii
2
3
ss
ss
3
a
6
10
12
11
5
1s
—
4
55
1z
11
S
SS
6
y
9
10
4
Boring terminated at 10 ft.
h10:55:
15
6
0
20
0
5
25
—
10
-10
30
-15
35
Notes: I l SS = Split Spoon Sample
S E P 0 7 2010 I ST - Shelby Tube Sample
FIA = Fland Auger Sample
BS = Bulk Sample
*The initial oroundwaterreadine may not be indicative of the staticn wa v l, WOH =

Symbol Description
Strata
symbols
Topsoil
Silty Sand
Lean Clay
Poorly graded Sand
with Silt
i.tv i
®
Silt
Misc.
Symbols
Water table during
drilling
Notes:
1. Exploratory borings were drilled on 5-21-10 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

B-2
&3
B-5
22
3d
22
3a
_
Hill
2d
66
B-G
P-1
d< NM=]
d 5
2 2
d< ✓ 2 3
55 LL=30
86
56
t
55
67 j:✓ 45
NM=20.2
Vol
I
f
LL-32
NM=1d,1
67
56
5 5 LL=25 -
a 5
5 P — --< 5
15
]6
F
67
66
xx
57
67 67
'r]
67
56
56
]9 56
87
]]
56
86
]6 ]6
m
22
d5
24
67
23 65
d5
64
f
�8__
�7
5]—.________—____ 6]--
i
J
I
—'NM=1Z6-
f
_______
__—_
10
O
1016
6
€
5 5
2 2
.I ll. i. i l
] 9 ] ]
-
23 2 J]
9
6 6
3 d
13 17 6 6
NM=6.0
7:1[fcil
f
:I:I:r t�1
10
111 Cf
E
106
1 I'f
_
8 9
99
5 5
65
1
10
10ID _
k
NM=21.8
1 V
5 3
Sd
_NM 21.9
5
]8
1X 1
y
I Fl•
55
id'i . 4l
..
dJ
.: ;I:[I
56
66
J3
65
.. y
Ia.f
61
_
.L:'.
'L
:I :I:Li J
d]
fl'I:Yj I
,3
2 2
3<33
d
33
3 33
<
Strata symbols
E] Topsoil
EdSilty Sand
Lean Clay
''y{{ Poorly graded Sand
(f with Silt

25-
2a-
15-
10-
5-
0-
.51 -
Strata symbols
ETopsoil
'.'., Silty Send
® Lean Clay
,1 Poo
dy graded Sand
with Silt
® Silt
P2
2
35
45
5]
]]
66
5]
]9
n7s
P.3
P4 _
_ ___ _ _ _
J-3
_ _ _ _
JIJ
_-__
2-2
4
34
6
33
0]
45
6
6 10
0 ]
�[ i .1
1211
55
II�4.I.!
914
] 6
'I.',I, i J.�1'
1211
]9
1212
l.Il1. Ll�
99

Project: P-1 160 Physical Fitness Center
Client: Suffolk Construction Company, Inc.
SUMMARY OF CBR TEST RESULTS
Project Location: MCB Camp Lejeune, NC
Project Number: JX10-103G
•
Sample
Number
-- -
Sample
Location
-
Sample Depth
,a (ft)
-
- +.
- ` USCS
Symbol
Natural
'- --
Moisture
-
Content(%)
- Atterberg
-
Limits 5
(LLIPUPI) -
Passing #200
^ '
Sieve.
�' (/) '
Maximum Dry
- - . - ,
Density
- ;,
(pcf) -
Optimum
• •
Moisture
,, -
(/) ,
= Soaked CBR
Value
�•
.Resiliency
Factor,-
-
Swell
CBR-1
P-1
0.25 to 1.0
SM
10.9
Non -Plastic
39.6
112.7
12.1
12.6
3.0
0.51
CBR-2
P-2
0.25 to 1.0
SM
8.1
Non -Plastic
34
111.2
12.2
11.6
3.0
0.34 '
CBR-3
P-3
0.25 to 1.0
SM
11.7
Non -Plastic
43.3
109.8
12-5
14.0
2.5
0.57
CBR-4
PA
0.25 to 1.0
ML
15.3
Non -Plastic
57.5
103.4
17.0
4.8
2.5
0.29
7SEI7 2010
Solaliomt4rc s�_ an_'...
415-A Western Boulevard
Jacksonville. North Carolina 28546
Tel: [phone] Fax: [phone]
page t of 1

250
200
150
y
_d
N
N
d
100
50
P-1160 Physical Fitness Center- CBR-1 @ Boring P-1
'-_� 0.050 0.100
CFP 0 7 2010
-�-r.
CBR Value = 12.6
0.150 0.200 0.250 0.300 0.350
Penetration

COMPACTION TEST REPORT
120
115
1° 1
.7
110
V
d
T
N
N
I�
T
0
105
100
ZAV
_
Sp.G
95
2.65
2 7 12 17 22 27 32
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.2(
USCS
AASHTO
0.25 to 1.0
SM
A-4
10.9
NP
0.0
39.6
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 112.7 pef
Optimum moisture = 12.1 %
Brown, Silly fine SAND (SM) with sor
Clay
Project No. JX10-103G Client: Suffolk Construction Company, Inc.
Project: P-1160 Physical Fitness Center
o Loc.: On -site CBR-I Depth: 0.25 to 1.0 Sample No.: 11-1
Remarks:
CBR-1
Soaked C13R Value = 12.6
Resiliency Factor= 3.0
�0 0 7 201�Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

100
90
aQ
7Q
LL
W 66
Z
z 56
w
U
w 4C
n.
eta
2C
1C
C
Particle Size Distribution Report
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
I
I
I
I I
I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
% 3„ % Gravel i % S
Coarse Fine Coarse Medium
0.0 0.0 0.0 1 0.1 0.3
SIEVE
SIZE
PERCENT
FINER
SPEC.'
PERCENT
PASS?
(X=NO)
#4
100.0
#8
99.9
#10
99.9
#16
99.9
#30
99.7
#40
99.6
#50
99.5
#80
71.8
#120
42.4
#200
39.6
% Fines
Fine Silt Clay
60.0 39.6
Material Description
Brown, Silty fine SAND (SM) with some Clay
Atterberg Limits
PL= LL= PI= NP
Coefficients
D90= 0.2324 D85= 0.2142 D fi0= 0.1577
D50= 0.1401 D30= D15=
D10= Cu- Cc=
Classification
USCS- SM AASHTO= A-4
Remarks
(no specification provided)
Location: On -site CBR-I
Sample Number: P-1 Depth: 0.25 to 1.0 Date: 6-1-10
GET Client: Suffolk Construction Company, Inc.
SOLUTIONS, INC. Project: P-1160 Physical Fitness Center
coo 0 7 2010 I
Jacksonville. North Carolina Prniert No- IXIO-104C1 Finure
r

200
180
160
140
120
Ln
a
100
m
M
NEW-16011
GUI
20
Y �
j'
T� 0
0 0.000
N ,
O
O
P-1160 Physical Fitness Center - CBR-2 @ Boring P-2
0.050 0.100 0.150 0,200 0.250 0.300 0.350
Penetration
1

COMPACTION TEST REPORT
113
112
ZAV
Sp.G
2.50
1
° 11
111
V
d
T
C
N
T
t]
110
109
108
10 11 12 13 14 15 16
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
ILL
PI
%>
#4
%<
No.2(
USCS
AASHTO
0.25 to 1.0
SM
A-2-4
8.1
NP
0.0
34.0
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 111.2 pcf
Optimum moisture = 12.2 %
"fan, Silty tine SAND (SM) with trace C
Project No. JXIO-103G Client: Suffolk Construction Company, Inc.
Project: P-1 I60 Physical Fitness Center
o Loc.: On -site CBR-2 Depth: 0.25 to 1.0 Sample No.: P-2
Remarks:
CBR-2
Soaked CBR Value = I L6
Resiliency FaCtor= 3.0 —
CCD C 7 2010
i
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

100
90
60
70
60
50
40
30
20
to
0
Particle Size Distribution Report
000
00 0 0 0 o
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
lr--
I
I
I
I I
I
I
I
I
I
I I
I
100 10
1 0.1
0.01 0.0i
% +3" % Gravel _
Coarse Fine Coan
0.0 1 0.0 0.0 1 0.0
SIEVE
SIZE
PERCENT
FINER
SPEC.
PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
#10
100.0
#16
100.0
#30
99.9
#40
99.9
#50
99.7
#80
70.3
#120
36.8
#200
34.0
". WIN i111
% Sand
% Fines
Medium
Fine
Silt
Clay
0.1
65.9
34.0
Material Description
Tan, Silty fine SAND
(SM) with trace Clay
Atterberg Limits
PL=
LL=
Pl= NP
Coefficients
D90= 0.2325
D85= 0.2150
D60= 0.1623
D50= 0.1470
D30=
D15=
D10=
Cu=
Cc=
Classification
USCS= SM
AASHTO=
A-2-4
Remarks
(no specification provided)
Location: On -site CBR-2
Sample Number: P-2 Depth: 0.25 to 1.0 Date: 6-I-10
-
GET Client: Suffolk Construction Company, Inc.
SOLUTIONS, INC. Project: P- 1160 Physical Fitness Center UD C 7 2010 I
Jacksonville, North Carolina Proiect No: JX10-103G I ?Figure --
___

250
200
150
a
cu
m
V)
100
50
Job Title - CBR-3
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

COMPACTION TEST REPORT
117
112
o,
107
U
d
T
C
T
102
97
ZAV
92
--
--
—
2.65
0 5 10 15 20 25 30
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
#4
%<
No.2(
USCS
AASHTO
0.25 to 1.0
SM
A-4
11.7
NP
0.0
43.3
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 109.8 pef
Optimum moisture = 12.5 %
Brown, moist, Silty fine SAND (SM) w
little Clay
Project No. JX10-103G Client: Suffolk Construction Company, Inc.
Project: P-1160 Physical Fitness Center
o Loc.: On -site CBIZ-3 Depth: 0.25 to 1.0 Sample No.: P-3
Remarks:
CBR-3
Soaked CBIZ Value = 14.0
Resiliency Factor= 2.5-
UP © 7 2010
Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

100
90
80
70
60
50
40
30
20
10
0
Particle Size Distribution Report
o00
,VV IV i V.i V.VI V.v.
% +3"
Coarse Fine Coarse Medium
0.0 0.0 0.0 0.0 0.2
SIEVE
SIZE
PERCENT
FINER
SPEC.-
PERCENT
PASS?
(X=NO)
#4
100.0
#8
100.0
#10
100.0
#16
99.9
#30
99.8
#40
99.8
#50
99.5
#80
81.1
#120
47.1
#200
43.3
56.5 1 43.3
Material Description
Brown, moist, Silty fine SAND (SM) with
little Clay
Atterberg Limits
PL=
LL=
PI= NP
Coefficients
D90= 0.2050
D85= 0.1892
D fi0= 0.1451
D50= 0.1301
D30=
D15=
D10=
Cu=
Cc=
Classification
USCS= SM
AASHTO=
A-4
Remarks
(no specification provided)
Location: On -site CBR-3
Sample Number: P-3 Depth: 0.25 to LO Date: 6-1-10
GET Client: Suffolk Construction Company, Inc. - 1
SOLUTIONS, INC. Project: P-t t60 Physical Fitness Center
SEP 0 7 2010 I
Jacksonville, North Carolina Pro ect No: JX10-103G Figure

80
70
60
50
N
a
N 40
m
N
30
20
10
0.050
Job Title - CBR-4
0.100
Penetration
0.150
0.200
0.250

COMPACTION TEST REPORT
106
104
ZAV
17. ° 1
3 4 c
Sp.G
2.65
102
U
Q.
T
C
d
>T
100
98
96
I
—
—
13.5 15 16.5 18 19.5 21 22.5
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
G
Sp..
LL
PI
%>
#4
%<
No.2(
USCS
AASHTO
0.25 to 1.0
ML
A-4
59.5
0.1
57.5
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 103.4 pef
Optimum moisture = 17.0 %
Brown, Sandy SIL"f (Ml-) with trace Cl
Project No. JXIO-103G Client: Suffolk Construction Company, Inc.
Project: P-1160 Physical Fitness Center
o Loc.: On -site CBR-4 Depth: 0.25 to 1.0 Sample No.: P-4
Remarks:
CBR-4
Soaked C13R Value = 4.8
Resilienc j Factor_=_2.5 .
SEP 0 7 2010
I Figure
GET SOLUTIONS, INC.
Jacksonville North Carolina

100
90
80
70
tY
z 60
z 50
W
U
W 40
0-
3
20
10
0
Particle Size Distribution Report
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I I
I
I-
I
I
I
I
I
I
I
I I
I
I
I
I
I
I
I I
I
1
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I l
I I
t
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I
I
I I
I
I
I
I
I
I I
I
100
10
1
0.1
0.a1
0.01
+3"
Gravel % Sand01
Coarse Fine Coarse Medium Fine Silt
0.0 0.6 41.8
SPEC." Pass? Material Description
PERCENT (X=NO) Brown, Sandy SILT (ML) with trace Clay
SIEVE
SIZE
PERCENT
FINER
#4
99.9
It8
99.9
#10
99.9
#16
99.8
#30
99.5
#40
99.3
#50
98.6
#80
84.2
#120
62.1
#200
57.5
(no specification provided)
Location: On -site CBR-4
Sample Number: P-4 Depth: 0.25 to 1.0
GET
SOLUTIONS, INC.
Jacksonville, North Carolina
Atterberg Limits
PL=
LL=
PI=
Coefficients
D90= 0.2029
D85= 0.1826
D60= 0.0995
D50=
D30=
D15=
D10=
Cu=
Cc=
Classification
USCS= ML
AASHTO=
A-4
Remarks
Client: Suffolk Construction Company, Inc.
Project: P-1160 Physical Fitness Center
ProiectNo: JXIO-103G
Date: 6-1-10
SFP 0 7 2010
'_.Figure

Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose 4 blows/ft. or less
Loose 5 to 10 blows/ft.
Medium Dense 11 to 30 blows/ft.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium 1/2 to 1 inch diameter
Fine 1/1 to t/2 inch diameter
Sand
Coarse 2.00 mm to 1/4 inch
(diameter of pencil lead)
Medium 0.42 to 2.00 mm
(diameter of broom straw)
Fine 0.074 to 0.42 mm
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand 1
Fine -Grained Soils
50%or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly -Organic Soils
PT - Peat
SFP 0 7 2010
-'- Page tofl
L - - - GET Revision 12/12/07
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate scam changes.
Groundwater Readines
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plasticity Chart
60
50
x 40
0
z 30
20
g 10
n 0
CH
CL
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) (%)

't
ons
Solutlpi�611
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
ADDENDUM NO. 1
P-1160 Physical Fitness Center
MCB Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-103G
June 29, 2010
Prepared for
Suffolk Construction Company, Inc.
One Harvard Circle, Suite 100
West Palm Beach, Florida 33409
ATTN: Keith Tricome
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
GrmaGidrN • Er n,u,,. WX - Testing
TO: Suffolk Construction Company, Inc.
One Harvard Circle
Suite 100
West Palm Beach, FL 33409
Attn: Mr. Keith Tricome
RE: Report of Subsurface Investigation and Geotechnical Engineering
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Addendum No. 1
Dear Mr. Tricome:
June 29, 2010
The following is an addendum to our original report of subsurface investigation and
geotechnical engineering services (JX10-103G, dated June 16, 2010) as it applies
specifically to infiltration testing within the proposed infiltration basins for the above
referenced project. Following the substantial completion of our original subsurface
exploration procedures and Geotechnical Engineering analysis, the proposed infiltration
basin locations were provided to G E T Solutions, Inc. Accordingly, the purpose of this
addendum is to provide permeability (infiltration) values based on the results of Saturated
Hydraulic Conductivity Testing as well as our experience with similar soil conditions.
Storm Water Infiltration Areas
To aid in developing associated storm water management parameters, ten (10) hand
auger borings (designated as S-1 through S-6 and S-9 through S-12) and ten (10)
saturated hydraulic conductivity tests (in -situ) were completed within the proposed
stormwater management areas located throughout the project site. The tests were
performed at depths ranging from about 2 to 9 feet below current grades. The boreholes
were prepared utilizing an auger to remove soil clippings from the base. The results of the
borings are presented in Appendices II and III of this report, which corroborate the
stratigraphy depicted by the original study. We have also provided the logs and profile from
the June 16, 2010 report. The approximate boring locations are shown on the attached
"Boring Location Plan" (Appendix 1), which was reproduced based on the site plan provided
by Kimley-Horn and Associates, Inc. Infiltration testing was then conducted within the
vadose zone utilizing a Precision Permeameter and the following testing procedures.
415-A Weslmn Boulevard • Jacksonville, NC 25546 • Phonc [phone] • Fax: [phone]
info @ygelsoltil ionsinacom

Report of Subsurface Investigation and Geotechnical Engineering Services June 29, 2010
P-1160 Physical Fitness Center
MCB Camp LeJeune, North Carolina
GET Project No: JX10-103G
Addendum No.1
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoir was recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (0), height
of the constant water level (H), and borehole diameter (D) were used to calculate Ks
utilizing the Glover Solution.
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils was
calculated to be as follows:
Table II - Saturated Hydraulic Conductivity Test Results
T,estNo .
Test
Depth (fto)
3
#200 sieve `
(%) . ,
«,
Soil
Classification ,
(LJSCS). ,.
Avera a Infiltration Test
9
` Results (Ksat Values)
cm sec
cm/days
riMour
S-1
4
83.0
CL
8.77E-07
0.1
0.001
S-2
4
87.9
CL
5.01 E-07
0.0
0.001
S-3
2
39.0
SM
8.10E-04
70.0
1.148
S-4
2
39.0
SM
5.28E-04
45.6
0.749
S-5
7
88.5
CL
1.58E-07
0.0
0.0
S-6
8
94.4
CL
1.60E-07
0.0
0.0
S-9
8
26.1
SM
2.42E-05
2.1
0.034
S-10
9
17.8
SM,
1.52E-03
131.3
2.155
S-11
2
39.2
SM
2.57E-04
22.2
0.364
S-12
2
46.2
SM
1.49E-04
12.9
0.212
* The depths noted above are referenced from the existing site grade elevations at the boring
locations at the time of our subsurface exploration procedures.
Solutions; l tnc.�4„�4 s

Report of Subsurface Investigation and Geotechnical Engineering Services June 29, 2010
P-1160 Physical Fitness Center
MCB Camp LeJeune, North Carolina
GET Project No: JX10-103G
Addendum No. 1
Groundwater Information
The groundwater level was recorded at the location of borings B-1 through B-5 and as
observed through the wetness of the recovered soil samples during the drilling operations.
The initial groundwater table encountered at these boring locations was measured to occur
at depths ranging from 11.5 to 13 feet below current grades, which corresponds to an
elevation ranging from about 5.5 feet to 6 feet mean sea level (MSL).
The groundwater level was not encountered to the explored depths ranging from 4 to 10
feet below the existing site grade elevations at borings P-1 through P-4, S-1 through S-6
and S-9 through S-12.
It is anticipated that a perched water condition may exist above a restrictive horizon (CLAY,
CL) encountered at the boring locations with the exception of boring P-4 where this strata was
not encountered. Color changes in this stratum from a mottled orangish brown -gray to a
mottled gray-orangish brown Sandy CLAY (CL) were observed from depths ranging from
approximately 3.5 to 4 feet below existing site grades: This gray color change is likely a result
of the perched condition which may have affected this stratum during heavy precipitation
events.
Therefore, based on our drilling and soil classification program, the estimated seasonal
high water table (SHWT) was determined to be below this restrictive CLAY (CL) layer and
within the tan and brown SAND stratum which was encountered from about 8 to 10 feet
below existing grades or about 7 to 11 feet MSL across the site.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of±2 feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
Solutioru;ilixl: `" `:

Report of Subsurface Investigation and Geotechnical Engineering Services June 29, 2010
P-1160 Physical Fitness Center
MCB Camp LeJeune, North Carolina
GET Project No: JX10-103G
Addendum No.1
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
Glenn W. Hohmeier, P.E.
Senior Project Engineer
NC Reg. # 033529
Camille A. Kattan, P.E
Principal Engineer
NC Reg. # 14103
N CARO
�0 O ESSfpti?9
PE 1O.
033529
W.
CARO`
,=�Q oFESSi�.
Q 9'•.
SEAL
014103
C)
Attachments: Boring Location Plan ' ~A' . VV'
Log of Boring(s) .......
Generalized Soil Profile
Saturated Hydraulic Conductivity Worksheets
Copies: (4) Client
Solutions

�PSTERS
tr
xfe
Y
w1
BORING LOCATION PLAN
PROJECT: P-1160 Physical Fitness Center
MCB Camp Lejeune, North Carolina
PROJECT NO: JX10-103G
CLIENT: Suffolk Construction Company, Inc.
i
SCALE: As Drawn
DATE: 611112010
PLOT BY: gh

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
I
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B_1
DEPTH TO WATER -INITIAL*: s 13 AFTER 24 HOURS: Z- CAVING> L
o
L
L
0
v W
—
H =
1
J
oo
TEST RESULTS
Plastic Limit H Liquid Limit
I'm
a
o. m
Description
p,
L¢
m
E- o
E
E >
E o
�'
E
3 [o
a
m
u
w 2
o E
o
0 Z
�
rn �
m o.
Z
s
Moisture Content - •
[n
N-Value - �
10 20 30 40 50 60 70
3-inches of Topsoil
2
—
2
1
ss
2
6
Tan, moist, Silty fine to medium SAND (SM), Loose
s
j
Slightly mottled brown -tan, moist, Sandy CLAY (CL), Stiff
4
✓G:�
2
ss
15
Shelby Tube taken from 2 to 4 feel
6
—
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Medium Stiff
3
ss
7
14
—
to Stiff
7
—
2
—
4
ss
9
15
7
2
/
10
5
ss
a
6
..: :...: :...
—
10
10:::
Tan and brown, moist to wet, Poorly Graded fine SAND SP-SM
10
:...:...:.
—
with trace Silt, Loose to Dense
n. u:..
6
ss
23
39
..:. ,:,
a�¢,f/iiliiy. .
23
—
4
17-
rl
---
5
�fi lji
7
ss
9
18
�
_
15
i=Ci:
9
::.✓i:r/ :
i4
—
4C tl
5
°
—
8
ss
e
6
20
..tll
6
/
1:C[f
l:c[ll
3
5
—
r1„
9
ss
3
6
25
.: r[
4
—
--
4an'
—s—
y
3
-10:�:
d 9ai
n:
10
ss
4
7
✓i
4
Boring terminated at 30 ft.
to
-15
35
on
SS = Split Spoon Sample
Fte,
ST=SplitSpby Sample
HA = Hand Auger Sample
BS = Bulk SampleThp, initial aroundwater rearl mayrinthe indicative ofthe static uroundwaloy level WCH = weight If Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-2
DEPTH TO WATER - INITIAL`: -V� 13 AFTER 24 HOURS: -S- CAVING> L
°
TEST RESULTS
Plastic Limit H Liquid Limit
>
v
Description
°-
n °
E
a >
E°
E
o v
i0
v
p E
p
z
m °.
\
Moisture Content - •
Lw
c�
in
z
N-Value -
10 20 30 40 50 60 70
0
0
1-inch of Topsoil
3
Brown, moist, Silty fine to medium SAND (SM), Loose
.....
5
2
Mottled oran Ish brown -tan, moist, Sand CLAY CL , Stiff
8
Gam:
2
ss
6
15
s
IS
8
4i.
5
4
Mottled gray to orangish brown, moist, Sandy CLAY (CL), Stiff
_
_
_
s
—
/
3
Ss
6
14
—
4
ss
7
14
le
Brown, moist, Silty fine to medium SAND (SM), Medium Dense
s
.....
5
ss
11
'%ii. .._.._.__ ._.. .. .. ..
10
10
4
Tan and brown, moist to wet, Poorly Graded fine SAND (SP-SM)
e
I. I...
—
with trace Silt, Loose to Medium Dense
n.n:..,
is r .:
6
ss
7
t3
7 g
yjr;;
%':
I:Cr r
—
4
].
_
15
i
3
5
___
t ;l:L1
_
c[1
---
a
6
M11 r
8
ss
3
6
i
20
fi
'1 J: [ L. I
3
111t'
]:crLl
__—
j:1 r 1
—
ri n
0
ss
3
6
25
rLl
3
'10
11 it
10
ss
3
6
_
36
:. r
a
if
Boring terminated at 30 ft.
—
0
—
15
35
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I 'The tatfial croundwPW readino may not he indicative of the static aroundwater level WC)H � Weiaht of Hummer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field w general accordance with ASTM D 1588.

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-3
DEPTH TO WATER -INITIAL': .Q 13 AFTER 24 HOURS: T- CAVING> L
o
°
w
w
m
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
m J
a v
m
o. v
m
Description
P
o-
,�
a o
E
a'
E°
n �'
E
3 fO
o
m
u
>
w
d
o E
�,
o
to Z
to �-
m n
Z
v
Moisture Content - •
rn
N-Value -
10 20 30 40 50 60 70
e
a
_
I 3-inch of Topsoil II
2
Light brown, moist, Silty fine SAND (SM) with trace Clay, Very Loos
4
—
—
Slightly mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff2
—
2
—
—
ss
6
10-
..:... ..:...:_ .
15
—
Shelby Tube taken from 2 to 4 feet 1
6
2.0
—
5
/
—
3
—
—
ss
6
—
(
Slightly mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
11
;;...
°d%Gi
6
4
—
—
55
5
5
—
—
2
ii
iSb7Sj
. .: .. .: .. .'...' 1...
i
_
10
. ...... ....
I:
8
Brown, moist, Silty fine to medium SAND (SM) with trace Clay,
: !
2
2
Medium Dense
:'.
5
ss
7
tt/.......
_.. ..:...
I:
10
8
// T
s
6
ss
6
11
/�! t-
4
6
—
---
—
7
5
7
ss
10
20
15
18
10
I'
—
p
6
Tan and brown, moist to wet, Poorly Graded fine SAND (SP-SM)
with trace Silt, Loose to Medium Dense
t L r
1,:,.;;,
'GYP
a
ss
6
5
5
12
1 _.
—
20
[
Pi
:c�d
—
"5
1
tL1'
g
55
3
5
25
3
I.
p t l: tl'
]:fi.
... .: ...:...I .. .:.. .: .. .: ..."...
1i.
:.. .:...
5
-10
1 1.1 '.
10
Ss
4
4
8
30
5
Boring terminated at 30 ft.
10
-15
35
—
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of l Standard Penetration Tests were performed in Inc field in general accorrlance with ASTM D 1586.

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-4
DEPTH TO WATER - INITIAL': 8 11.5 AFTER 24 HOURS: -T, CAVING> .0
O cp
L`
o
N
41
ei
Vi =
v
o
O
TEST RESULTS
Plastic Limit H Liquid Limit
.�
>
H
m
y
n w
d
Description
n
A
n o
E
v
n>
E o
o"
E
3 cO
o
]
m
u
N
w
m
o E
o
c7
z
rn
~
m a
Z
\
Moisture Content - •
fn
N-Value -
10 20 30 40 50 60 70
0
0
_
3-inch of Topsoil
--
2
%Y
29
1
ss
5
7
—
15
Tan, moist, Silty fine SAND (SM) with trace Clay, Loose
..
5
...:.. :...
2
—
—
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
s¢
—
2
ss
5
10
—
4'
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
---
5
-
3
ss
3
14
2
j
//�.. I ...:... :. .:..
9
2
—
10
4
!:
10
Brown, moist to wet, Silty fine to medium SAND (SM) Medium Dens
io
'-
-
`.
6
as
to
20178
i i;�. .:...
—7
5
4
-
`
—13
n ii:
_--
an, wet, Poorly Graded fine SAND (SP-SM) with trace Silt, Loose t
Medium Dense
m
i!
15
'u; rJ.
Il:cLl
i:l:i 1:
....:. .: ..: .. .. : ....
—
e
—
4
—
6
v
8
as
6
5
13
20
:F
5
r, h
7
9
ss
4
25Yr.rr
7
'...:.
g
.to,rt r.
I:IIi
.. .
-10
nfi
3
'f
10
55
y
7i
-
30
4
Boring terminated at 30 ft.
to
35
-20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial oroundwalp.r reacher, may not he indicalive of the static oroundwater level WOH = Weichl of Harnal I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586,

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
nu...,,n.r•nq.,�,.o, r,„
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
BORING LOG
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-20-10
B-rj
DEPTH TO WATER -INITIAL`: V 13 AFTER 24 HOURS: S CAVING> L
_
o
TEST RESULTS
"zi
o_ d
a w
o,
E o
a
3 tD
�
Plastic Limit H Liquid Limit
>
v v
Description
N
z
F>
E g
E
m
>
"
Moisture Content- •
w
p E
p'�
rn
a
z
N-Value - 1®
10 20 30 40 50 60 70
0
0
I 3-inch of Topsoil
A
a/
—
1
ss
6
10
Tan, moist, Silty fine SAND (SM), Loose
6
?
—
/
—
2
Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
_.--_
4
/
2
ss
6
10
—
5
15
q.
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff to Very
—
—
_
r;
9
'
Stiff
3
ss
6
15
✓;'
v%iPre
—
4
ss
9
16
savi
10
Brown, moist, Silty fine to medium SAND (SM) Loose
3
Tan to light gray, moist to wet, Poorly Graded fine SAND (SP-SM)
with trace Silt, Loose to Medium Dense
t i
:r ;
s
13
22
17
-
-
L
—
5
5
{ t
7
a5
5
9
_
15
PI 11
4
I:[I
I:lr
l
—
3
�
0
IRrt'
4
_
20
t.
rY 11'i
b'ii
I
3
-5f
ss
4
4
8
25
4
r ]1Lt;
I I;IJ.
IILI
6
�
/
—
-10
fl 1i.
l . r
10
59
12
13
21
_
30
Baring terminated at 30 ft.
10
15
35
20
SS = Split Spoon Sample
ST - Shelby Tube Sample
r
HA = Hand Auger Sample
BS = Bulk SampleThe initial aroundwiter readina may not of, indicative of the static or WOH = Weight of HAl;jWgLj
PAGE 1 of I Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
Ilq
BORING LOG
P-1
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': -S _ AFTER 24 HOURS: S CAVING> S.
> J
w 2i
a v
w w
0 E
n m
w
Q
Description
p
a
w
a 6
E Z
Ct-
E o
m
a o
E
3 0
o
m n
o
Z\
o
o
u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
a
7
11
13
13
96
—
—3
5
6
5
.10
15
4-inch of Topsoil
1
Ss
2
3
e
; •
/
j ..... ...:
-
is%i
=%7ii
!%l1
.^..,...
��/;..:.. .. ..:..
.. .. :. .. ..... ...................
3
Brown, moist, Silty fine SAND (SM) with some Clay, Loose
2
Mottled oran ish brown -tan, moist, Sand CLAY CL , Stiff
9 Y ( )
—_—
2
ss
4
5
6
7
-
2
5
4.
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
/
/
_
_
_
SS
5-
7
—
—
-
7
-
_
5
SS
6
10
4
Boring terminated at 10 ft.
6
20
30
10
-20
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial aroundwiter readino trim, not be. indicative ofthe stafic oroundwater leye/ WQH - Wgj,jhtaLLaUjl
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
BORING LOG
P-2
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': V- AFTER 24 HOURS: CAVING> _
o
76
> N
w
n v
N ry
E
a
�,
o
Description
u
a
,�
N
a o
E Z
N
a'
E o
d
o' 0
E
00
3 `O
o
m o-
y
Z\
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
5
10
15-
14
34
_
—
—
15
—
-
—
—
10
3-inch of Topsoil I
2
.li
1
so
3
2
5
.:...:.. :_.:
................................
Tan, moist, Silty fine SAND (SM) with trace Clay, Loose
2
Mottled oran Ish brown -light gray, moist, Sand CLAY CL , Stiff
9 9 9 Y• Y i )
....
2
ss
5
'S
i
2
5
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff
3
_
ss
7
s
4
ss
7
7
6
6
10
a
Boring terminated at 10 ft.
—
15
s
-5
20
—
-10
—
-15
-20
25
30
10
—
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sampleweraht of Hamm.,
*The initial oroundivaterreadirm may not be indicative of the stalic crourldwater level WoH =
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
Imo,
BORING LOG
P-3
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': -2 AFTER 24 HOURS: S CAVING> L
v
w �
a m
o E
a v
a v
Description
n
T
�
E d
Z
E-
g
-
w
E
F
N
3 iO
n
m o.
v
>
z
o
o
\
TEST RESULTS
Plastic Limit F-I Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
2
0
0
T
14
16
13
21
3.3
I 2-inch of Topsoil
?
1
ss
3
3
n
j
q
��jp"
_..:... :...:. :. .:. .: .:. .
.1�
Brown, moist, Silty fine SAND (SM) with little Clay, Loose
2 Mottled orangish brown -tan, moist, Sandy CLAY (CL), Stiff
//
/
2
ss
6
a
2
1s
s
Mottled gray-orangish brown, moist, Sandy CLAY (CL), Stiff to Very
Stiff
6
Tan, moist, Silty Me to medium SAND (SM), Medium Dense
3
ss
s
5
4
5
ss
ss
5
5
g
12
_
10
10
4
Boring terminated at 10 ft.
5
15
6
0
20
-5
25
-10
30
10
-15
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial oroundwatpy readino any not be indicative of the static oroundwator level WOH = Weicht of Hammer I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
BORING LOG
AA
P-y
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 5-21-10
DEPTH TO WATER - INITIAL': g _ AFTER 24 HOURS: S CAVING> G
>
w
o F
o. `w
o
Description
o.
�- o
F Z
�-
rn
a 01
m~
3 tO
o v
m a
z
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
0
5
T
22//-;,,
2B
17%i
7.
2
4-inch of Topsoil 91
1
ss
2
n
:... ...: :_.
O
.
:...:...:...
_..:...:...:...:...:...:.. :...
Brown, moist, Sandy SILT (ML) with trace Clay, Soft
—
1
_
2
Orangish brown and tan, moist, Silty fine to medium SAND (SM) wiV
little Clay. Loose
-
---
2
ss
3
a
—
a
Brown and tan to tan, moist, Poorly Graded fine SAND (SP-SM) with.
trace Silt, Medium Dense
�r y
!h.l'
�i
H
---
3
ss
106
12
191/%/
4
ss
1
12
5
ss
5
9
10
10
4
Boring terminated at 10 it.
s
u
s
0
20
.5
-1n
25
o
10
-15
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
BORING LOG
S-1
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-22-10
DEPTH TO WATER -INITIAL': a _ AFTER 24 HOURS: s CAVING> _L
cot
w
n
o E
o. m
a
Description
u
o-
a o
z
3>
of
a °'
N
3 m
m a
2
z\
a
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
20
0
0
83
3-Inches of Topsoil
.2
Brown, moist, Silty fine to medium SAND (SM)
2
Orangish brown, moist, Sandy CLAY (CL)
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
3.
is
s
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
Boring terminate at t.
10
10
4
5
15
6
0
20
8
-5
25
-10
30
10
-15
35
Notes: I S E P U 7 Z O l U SS = Split Spoon Sample
ST = Shelby Tube Sample
11A = Hand Auger Sample
I'-'-' BS = Bulk Sample
*Theinitialgroundwaterr din m .in i iv-1 the'static Qrourdwalerlev 1 W ll=WpichlofHammer

GET
i
cc+ia,a.ru tm.emw•mnq:
BORING LOG
S-2
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-22-10
DEPTH TO WATER -INITIAL*: a AFTER 24 HOURS: .S CAVING> _
c
B`
m
L
o E
L
o
Description
az
m
N
>
Ul
NeZ
:
m
m
o
O
TEST RESULTS
Plastic Limit I—{ Liquid Lim
Moisture Content - •W
N-Value -
20
0
0
37.9
10 20 30 40 50 60 70
3-Inches of Topsoil
.2
Brown, moist, Silty fine to medium SAND (SM)
2
Orangish brown, moist, Sandy CLAY (CL)
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
15
5
Boring terminated at 4 ft.
10
10
4
5
15
6
0
20
0
5
25
—
—
10
30
10
15
35
Notes: SS = Split Spoon Sample
ST - Shelby Tube Sample
HA - Hand Auger Sample
BS - Bulk Sample
*The initial groundwaterr in may not be indicative of the ic groundwater /ovW - ih

GET
c,e,,.n.1.c.;,.�,e,„y,•m:ra
BORING LOG
S-3
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCBCamp Leleune,NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER -INITIAL*: -1i; _ AFTER 24 HOURS: x CAVING> C
o r
> N
w
L
v a1
o E
d a�
o
Description
a
a d
E z
a>
E g
a °'
E
M F-
3 `O
o
m a
m
z
oa
o
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
0
0
39
10 20 30 40 50 60 70
3-Inches of Topsoil
•
,s
.2
Brown, moist, Silty fine to medium SAND (SM)
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
3.f}
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
2
s
10
Boring terminated at 4 ft.
SEP 0 7 2010
s
10
n
15
0
6
20
5
B
—
-10
25
30
10
15
35
20
Notes: >- SS = Split Spoon Sample
_-_ _— - - ST = Shelby Tube Sample
L
FIA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwaterreadino may not be indicative l the static1. l v W H= h f jammei

GETPROJECT:
�..
—
BORING LOG
S-4
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 15 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER - INITIAL`: -!W� _ AFTER 24 HOURS: CAVING> L
c
B`
M
wo
L
o_ d
E
a ffi
o m
Description
u
L
a
(7
m
d
6
VE�i Z
N
a>
VE�i of
m
d y
VEni ~
b
3
m a
Z\
o
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
0
0
39
10 20 30 40 50 60 70
3-Inches of Topsoil
•
.2
Brown, moist, Silty fine to medium SAND (SM)
[IG
z
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
3.5
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
2
s
Boring terminated at 4 ft.
i
ISEP 0 7 2010
4
10
0
15
6
20
-5
a
10
25
-15
30
10
20
35
Notes: i _ _ _ _ __ SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
initial w r i i iv I the staticw v - Weiaht of Hammer

GETPROJECT:
�.
-
BORING LOG
S-rJ
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, INC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER - INITIAL': $ AFTER 24 HOURS: - _ CAVING> -L
> N
2ioE
o 0
0
_
EZE
a'
o
U
E
o-m
zi
TEST RESULTS
Plastic Limit H Liquid LimDescription
Moisture Content - •w
N-Value -
0
0
8.5
10 20 30 40 50 60 70
2
3-Inches of Topsoil
2
-
is
Tan, moist, Silty fine to medium SAND (SM)
3.5
Orangish brown, moist, Sandy CLAY (CL)
s
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
10
Boring terminated at 7 ft.
cFP a 7 2010
0
4
5
is
0
6
zo
5
6
25
10
30
10
-15
_
35
20
Notes: I SS - Split Spoon Sample
- . ST = Shelby Tube Sample
11A = liand Auger Sample
` BS = Bulk Sample
*The initial oroondwater roadma maynot be indicativeigroundwater level. j 1 Hammer

GETPROJECT:
4nxh.,;<al.o-ws,nu,ur. ynrq
BORING LOG
S-G
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER -INITIAL*: S _ AFTER 24 HOURS: 3 CAVING> _L
c ..
O`
'
> N
w 2
L i
o E
L
o
Description
u
a
m
m
a d
E'5
N
= N
a>
E o
a N
E
N~
N=
3
o
m a
>
>
z
o
O
v
o
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
0
0
34.4
10 20 30 40 50 60 70
3-Inches of Topsoil
'
.2
Tan, moist, Silty fine to medium SAND (SM)
1s
2
3.5
Orangish brown, moist, Sandy CLAY (CL)
5
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
10
Boring terminated at B ft.
10
J
5
15
6
0
20
-5
8
25
-10
30
10
20
35
_
Jam.
Notes: I SS = Split Spoon Sample
ST - Shelby Tube Sample
HA = Hand Auger Sample
- - -- - BS - Bulk Sample
*The initial aroundwater readina may not be mdi,,tive of th,i r n w r level, WC)H = Weiaht of Hammer

Q, ET-
'
cAeK+,wc,oneem,;�.avaq
BORING LOG
S-%
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 7-2-10
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: v' CAVING> f-
c 2
��t..
>
>
w
`�-L..
n a?
d
o E
o. ffi
m m
o
Description
�
L
n
m
�
d d
E Z
M
N
a>
E$
n
�
dd
E
N~
ut tp
3
o
m a
�
]
m
z
o
O
a
v
TEST RESULTS
Plastic Limit I -I Liquid Lim
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
3-Inches of Topsoil
.2
Tan, moist, Silty fine to medium SAND (SM)
1s
z
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 feet
2
5
10
10
E
Boring terminated at 10 ft.
11 cFP 0 7 2010
5
15
0
6
20
5
-10
0
25
30
10
15
35
20
Notes: I I SS = Split Spoon Sample
ST = Shelby Tube Sample
- HA = Hand Auger Sample
- BS = Bulk Sample
*The initial oroundwater reacting may not be indicative he static aroundwaterlevel, H= Weiaht ofHammer

GETPROJECT:
wyd,:•c;:+�,,..•»,,,�
BORING LOG
S-8
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 7-2-10
DEPTH TO WATER - INITIAL': s AFTER 24 HOURS: 1 CAVING> L
c .J
''6
wp
a d
a ffi
Q
D2SCflptlOn
U
a
t7
W
a 6
N z
1z >
VEtOj
�- m
vE�i ~
3 tO
m n
m
z
o
a
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
3-Inches of Topsoil
.2
Tan, moist, Silty fine to medium SAND (SM)
15
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 4 reel
z
5
10
10
4
Boring terminated at 10 ft.
eFp 0 7 2010
5
15
0
6
20
9
25
-10
30
10
-15
35
j2O
_
Notes: I SS = Split Spoon Sample
- ST = Shelby Tube Sample
-. _ --- _-- - HA = [land Auger Sample
BS = Bulk Sample
*Theinitial r dw r 'n m n indicative I h w level. W -

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
BORING LOG
S-9
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER - INITIAL': a AFTER 24 HOURS: yr CAVING> f
wo
J`
Ea
^
Description
Eo
E
1O
o
o
\
TEST RESULTS
Plastic Limit fLiquid LimitE
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
2n
0
0
6.1
I 3-Inches of Topsoil
j
/
--
_ :. :...:. .:.. :...
—
-
-
—
10
—
5
Tan, moist, Silty fine to medium SAND (SM)
3.5
Orangish brown, moist, Sandy CLAY (CL) I
d
z
5I
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
T5
Oran ish brown. moist, Silty fine to medium SAND SM•'
Boring terminated at 8 ft.
m
4
—
15
0
0
0
5
-10
25
30
10
—
—
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA- Hand Auger Sample
initial oroundwahor readino may not be indicative of thestatic aroundwalpr level BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the holdin general accordance with ASTM D 1586.

GETPROJECT:
-
BORING LOG
S-1 U
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 20
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER -INITIAL*: -V AFTER 24 HOURS: s CAVING> -C
c
m
> ad
w
a E
N W
o E
o. m
N T
o
Description
E
m
a o
E Z
a>
E g
rn
a m
E
tO
m a
w
m
z\
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
25
5
0
17.8
1 3-Inches of Topsoil
2
:..::
- -
_..: .:...:...:........: .:...
_
—
15
—
—
10
—
5
.5
Tan, moist, Silly fine to medium SAND (SM)
Orangish brown, moist, Sandy CLAY (CL)
3
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
5
Orangish brown, moist, Silty fine to medium SAND (SM)
Tanish white to tan to light gray, moist, Silty fine to medium SAND
(SM)
—
10
Boring terminated at 9It
4
—
15
20
25
-10
-15
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The indiall croundwater readina may not be indicative of the static oroundivater level wnH = w�,gh, of Hpmm�ir I
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
"'---=•�'
BORING LOG
S-11
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company Inc.
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 15
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER - INITIAL': $3 AFTER 24 HOURS: T- CAVING> L
-6
a m
m m
a
m w
Description
u
n
,�
N
a o
E Z
rn
E o
N
v
E
o
in a
N
z\
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-�
10 20 30 40 50 60 70
15
0
0
g 2
—
I 3-Inches of Topsoil I
2
•
_
_..:_ :...i...:...:...:. _: _.
..
Tan, moist, Silty fine to medium SAND (SM)
_
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
2
3.5
Mottled ra -oran ish brown, moist Sandy CLAY CL
—
10
—
5
5
Boring terminated at 4 ft.
—
10
4
—
a
1s
6
5
20
-10
-15
25
30
10
-20
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I *The initial ofowidwater readwo amy rmt be indicative of rh. r,pw ,,umdpm, 1p�pf WOH - W.iaht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
PROJECT: P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
--��
BORING LOG
.S-1 2
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 6-16-10
DEPTH TO WATER - INITIAL": Q AFTER 24 HOURS: r CAVING> S
o=
v
w
J`
n
E
n w
Q
DescriptionE
o
o-
n o
Z
w
n
o
N
w
n m
E
3 tD
o
m n
m
z
oo
u
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value - �
10 20 30 40 50 60 70
0
o
6 2
3-Inches of Topsoil
!.
_
•
...... . ....
_..'. i...'.... i... i...i...
.. .: .:. :...:. .:. .:.. :...
... .: .. .: .. .: .. .:...:. .. :...: ...
Brown to tan, moist, Silty fine to medium SAND (SM)
_
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
/
—
to
5
3.5
Mottled ra -oran ish brown moist Sandy CLAY CL
Boring terminated at 4 ft.
—
5
10
4
—
—
15
o
6
—
-5
—
-10
15
—
-20
20
9
25
—
3
—
0
—
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the (field in general accordance with ASTM D 1586,

GETPROJECT:
cA..e,u<..,r..1.9.;�,,.1•,:r,,,d
BORING LOG
S-13
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Baring Location Plan. SURFACE ELEVATION: 19 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Hand Auger DATE: 7-2-10
DEPTH TO WATER - INITIAL': $ _ AFTER 24 HOURS: T _ CAVING> -L
o c
.�
> N
w
t
n
m m
o E
n al
m `1
a
Description
c
,�
c7
a d
E Z
rn
a
E
1n
a
E
N
3 m
o
m a
a,
w
z\
oo
a
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
3-Inches of Topsoil
.2
Tan, moist, Silty fine to medium SAND (SM)
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
4
Tan, moist, Poorly Graded fine to medium SAND (SP-SM), with trac
Silt
Estimated SHWT = 10 feet
i ltrl
fa: ... :
I
t lf.tf
J:cttl
r1:
l all!
5
2
s
10
4
Boring terminated at 10 ft.
s
is
6
0
20
8
5
25
-10
15
20
30
10
35
1
Notes: 1 S EP U I (Ulu
initial aroundwater reading may riot be indicative ofthe- i r n
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
I=

GETPROJECT:
BORING LOG
S-14
P-1160 Physical Fitness Center
CLIENT: Suffolk Construction Company, Inc.
PROJECT LOCATION: MCB Camp Leleune, NC PROJECT NO.: JX10-103G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 16
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Hand Auger DATE: 7-2-10
DEPTH TO WATER -INITIAL*: V _ AFTER 24 HOURS: S CAVING> L
c 2
w
o E
E
o
Description
to
v
a d
z
a>
N
n °'
N
3 'D
m n
m
z\
TEST RESULTS
Plastic Limit H Liquid Lim
Moisture Content - •
N-Value -
0
0
10 20 30 40 50 60 70
1 s
3-Inches of Topsoil
.2
Tan, moist, Silty fine to medium SAND ISM)
2
Mottled orangish brown -gray, moist, Sandy CLAY (CL)
4
Mottled gray-orangish brown, moist, Sandy CLAY (CL)
Estimated SHWT = 10 feet
2
5
10
s
10
4
Boring terminated at 10 ft.
nrn A 1 9nln
a
1s
6
5
20
9
25
10
30
0
-15
35
20
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
' HA = Fland Auger Sample
- -- - "-- — __ BS = Bulk Sample
*The initial ro n w r readinQ may not i,dioativ, of the vgti,munow,tor level. Woli= Weiaht of Hammer

KEY T
Symbol Description
Strata symbols
Topsoil
Silty Sand
Lean Clay
Poorly graded Sand
with Silt
En
Silt
Misc.
Symbols
s
Water table during
drilling
(Notes:
1. Exploratory borings were drilled on 6-16-10 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

22
5
a n
NM=1nJ
5 6
LL-30
NM=20.2
LL=32
6]
]B
]]
B]
I
22
c
16
-
-
-
v zJ
rtr��l
III,,
I r �
09
I I 5
99
5
�
.III
5 5
33
Strata symbols
;
Topsoil
Silty Sand
Lean Clay
!
Poorly graded
Sand
'.'f❑
with Silt
3a
22
a
a5
2a
66
B-n
P-1
a]
45
22
na 2J
6 6
5 6
5 5
67 d 5 NM=109
NM-1<.1
_
—5 _d
15
—5.6
—5.5 LL=25 —
—4-5__—__
]_^---
5
B]
66
57
B] 67
67
56
56
]9 58
]]
56
86
]6 ]6
45
24
87
t
23 65
64
]8
]]
t
57 67
-- 'NM-176
[
i
10 p
II rVt
46
55
22
II Vt
]9 ]]
' ]9
66
Jd
4
1317 66
1 r
NM-60
r I I
J l l C
IJ t ]
111,1!V
eID
ILI I .
1
5 5
] 10
NM=21 9
'1
5 3
Mn
6 5
t0ID_
5 d
5
!JI
810
as l:i
1:
a J
<<
0
1;1: 1: t �
..
:GIi i
33
J J
I :I'1:11.
22
3 3
'II' 1 1
:: I:; 1
34
n d
,I
!
:1:If C-I'
.V. -.bj.a'I
-5

25
20 -- -- --- -- P-3 P-a S1 S2
—3'3 . d e —2-2 20
_ << NM- 34 NM=153 _
32
3 5 NM=8.1
56 33
8 ] d 5 S3
P2
- 05
5 ] NM=19.9 NM=23
]8 6 t0
87 .�:I:Ft 1211 NM=<
86 .1
5 6
5 ]
]o
1212 1 .1: 1. I. 99 m
76
5 6 10
>
5 _ _ _. _ _ ______ _ _. _ _. _. 5
0 a
5—
Strata symbols
""{ Topsoil
L: GET Solutions. Inc.
Silty sand GENERALIZED SOIL PROFILE
M DRAWN BY/APPROVED BY DATE DRAWN
Lean Clay sc;.ie scR�e r-� mch 6/2
9/2010
,e{;;,\; Poorlygratletl5and P-1160 Physical Fitness Center
Ej wth Silt
® Silt FIGURE NUMBER
PROTECT NO. JX10-103G

25
20
15
5
0
-5
1-
_ _ . - _ . _ _ - -
Strata
symbols
El
Topsoil
Silty Sand
Lean Clay
t71
Poorly graded Sand
iA
:A
with Silt
®
Silt

25 — 25
20 _— -__ -_ _.— -- _— —_ 20
5 12
NM=aS
15
15
w
i0_ _—_ _ __ _. — —_—_ .._ —___ _ .. .___ _ __— -- 10 ti
O
W
0 _ _ ______ _ 0
Strata symbols
El Topsoil
GET Solutions, Inc.
Silty Sand GENERALIZED SOIL PROFILE
Trowiz—o"TALDRAWN BY/APPROVED BY DATE DRAWN
® Lean Clay scA�e , '
SCALE Ar_s, '—\\'It 6l_9/_010
Poorly graded Sand P-1160 Physical Fitness Center
th Sit
® Sit FIGURE NUMBER
PROJECT NO..IX10-103G

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-1
Date .............: 6/22/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 4 ft
WCU Base. HL h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr, Ht. H: 30.2 cm
Ksat=Q[sinh-l(H/r)-(r2/H2+1).5+r/H]/(2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse Time
Flow Rate Q
ml/min a/b
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cm/min
cm/sec(cm/day)
in/hr
ft/da
3000
'
12:08:00 PM
2995
5
12:39:04 PM
0.31:04
31.071
0.16
0.0001
8.48E-07
0.1
0.0011
0.00
2990
5
1:08:07 PM
02903
29.05
0.17
0.0001
9.06E-07
0.1
0.0011
0.00
Natural Moisture: 19.9%
% Passing #200 : 83.0%
ESTIMATED FIELD KSAT:I
0.0001
8.77E-07I
0.11
0.0011
0.00
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very Low
StructurelFabric: NA
Slo pe/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei"

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-10
Date .............: 6/16/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
0: Steady-state rate of water flow into the soil
Boring Depth.: 9 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Oisinh-1(Hlr) - (r2/H2+1).5 + r/H] / (2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse Time
Flow Rate Q
ml/min [alb]cm/min
------------------- Ksat Equivalent Values-----------------
hr:min:sec
min b
(cm/sec)(cm/day)(in/
ft/da
3000
10:47:00 AM
. ,. -..
-
...
2950
50
10:47:11 AM
0:00:11
0.18
272.73
0.0861
1.44E-03
124.1
2.0351
4.07
29001
50
10:47.22 AM
0:00:11
0.18
272.73
0.086
1.44E-03
124.1
2.0351
4.07
2850
50
10:47:35 AM
0:00:13
0.22
230.77
0.073
1.22E-03
105.0
1,7221
3.44
2800
50
10:47:47 AM
00012
0.20
250.00
0.079
1.32E-03
113.7
L8661
3.73
2750
50
10:47:58 AM
0:00:11
0.18
272.73
0.086
1.44E-03
124.1
2,035I
4.07
2700
50
10:48+10 AM
00012
0.20
250.00
0.079
1.32E-03
113.7
1.8661
3.73
2650
50
10:48:22 AM
000:12
0.20
250.00
0.079
1.32E-03
113.7
1.866
3.73
2600
501
10:48:35 AM
0:00:13
0.22
230.77
0.073
1.22E-03
105.0
1.7221
3.44
2550
501
10:48:42 AM
0:00:07
0.12
428.57
0.135
2.26E-03
195.0
3.199
6.40
2500
50
10:48:49 AM
0:00:07
0.12
428.57
0.135
2.26E-03
195.0
3.199
6.40
7-1
Natural Moisture: 12.0%
% Passing #200 : 17.8%
ESTIMATED FIELD KSAT:I
0.0911
1.52E-03I
131.31
2,1551
4.31
USCS Class.: SM
Consistency: Loose to medium
dense
Depth to an Impermeable Layer: NA
I Notes: Ksat Class = Medium
Structure/Fabric: NA
Slope/Landsc: NA
IDepth to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-11
Date .............: 6/22/2010
Ksat: Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r. Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = 0(sinh-l(H/r) - (r2/H2+1).5 + r/H] / (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
I Flow Rate Q
ml/min a/b
------------------- Ksat Equivalent Values------------------
hr:mimSec
min b
cm/min
cm/sec(cm/day)
(in/hr
fUda
2800
-
11:03:13 AM
-
2700
100
11:04:30 AM
0:01:17
1.28
77.92
0.0251
4.10E-04
35.51
0.5821
1.16
2600
100
11:06: 14 AM
0,01:44
1.731
57.69
0.018
3.04E-04
26.2
0.4311
0.86
2500
100
11:08:19 AM
0:02:05
2.08
48.00
0.015
2.53E-04
21.8
0.3581
0.72
2400
100
11:10:38 AM
0:02:19
2.321
43.17
0.014
2.27E-04
19.6
0.3221
0.64
2300
100
11:12:58 AM
0:02:20
2.33
42.86
0.0141
2.26E-04
19.5
0.3201
0.64
2200
100
11:15:44 AM
0:02:46
2.77
36.14
0.0111
1.90E-041
16.4
0.2701
0.54
2100
100
11:18:33 AM
0.0249
2.82
35.50
0.011
1.87E-041
16.2
0.2651
0.53
Natural Moisture: 5.6%
% Passing #200 : 39.2%
ESTIMATED FIELD KSAT:I
0.0151
2.57E-04I
22.21
0.3641
0.73
USCS Class.: SM
Consistency: Loose
IDepth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeamete/'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-12
Date .............: 6/22/2010
Ksat: Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Qtsinh-l(H/r) - (1-2/112-1).5 + r/H] / (2pH2) [Glover Solution]
VOLUME
mill
Volume Out
ml a
TIME
hr:min:sec al
Elapsed Time
Flow Rate Q
ini n [alb)
----------•••------ Ksat Equivalent Values ------------------
hr:min:sec
min b
cmlmin
cm/sec
cm/da
inlhr
fUda
2800'
_
10: 12:00 AM
-...:
,... ...
,..'.
..
...
, •: '.
27901
10
10:12:16 AM
0:00:161
0.27
37.501
0.012
1.97E-04
17.11
0.2801
0.56
27801
10
1012:33 AM
0:00:171
0.28
35.29
0.011
1.86E-04
16.1
0.263
0.53
2770
10
10:12:51 AM
0:00:18
0.30
33.33
0.011
1.76E-04
15.2
0.249
0.50
27601
10
10:13:14 AM
0:00:231
0.38
26.091
0.008
1.37E-04
11.9
0.1951
0.39
27501
10M10:14:01
M
0:00:24
0.40
25.00
0.008
1.32E-04
11.4
0.187
0.37
2740
10M
0:00:23
0.38
26.09
0.008
1.37E-04
11.9
0.195
0.39
2730
10M
00023
0.38
26.09
0.008
1.37E-04
11.9
0.195
0.39
2720
10M
00024
0.40
25,00
0.008
1.32E-04
11.4
0.187
0.37
2710
10AM
0:00:24
0.40
25.00
0.008
1.32E-04
11.4
0.187
0.37
2700
10AM
0:00:25�
0.42
24.00
0.0081
1.26E-04
10.9
0.179
0.36
Natural Moisture: 4.9%
% Passing #200 : 46.2%
1 ESTIMATED FIELD KSAT:I
0.0091
1.49E-04I
12.91
0.2121
0.42
USCS Class.: SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
P
Precision Permeametelr'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-2
Date .............: 6/22/2010
Ksat: Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 4 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat =Q[sinh-l(H/r)-(r2/H2+1).5+r/H)/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values ---------- ------
hr:min:sec
min b
cm/min
cmisec
(cm/day)(in/
fUda
120
11:43:00 AM_
1191
1
11:53:02 AM
0:10:02
10.03
0.10
0.000
5.25E-07
0.01
0.0011
0.00
118
1
12:04:05 PM
011:03
11.05
0.09
0.000
4.77E-07
0.0
0.0011
0.00
Natural Moisture: 23.0%
%Passing #200 :87.9%
ESTIMATED FIELD KSAT:1
0.0001
5.01E-071
0.01
0.0011
0.00
USCS Class.: CL
Consistency: Medium Stiff
I Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very Low
Structure/Fabric: NA
Slo pelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-3
Date .............: 6/16/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
0: Steady-state rate of water flow into the soil
Boring Depth.: 2 It
WCU Base. Ht. h: 15.0 cm
H Constant height of water in borehole
Boring Dia.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=0lsinh-l(H/r)-(r2/H2+i).5+r/H]/(2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Ela sed Time
Flow Rate Q
ml/min a/b
------------------- Ksat Equivalent Values- ----------------
hr:min:sec
min b
cm/min
cm/sec
cm/da
in/hr
ftlda
2000
_.: --
7:45:00 AM
I;
_.
) ,.,.
„_
-,...
--!
19501
50
7:45:17 AM
1 0:00:171
0.28
176,47
0,056
9.29E-04
80.3
1,3171
2.63
1900
50
7:45:34 AM
0:00:17
0.28
176.47
0.056
9.29E-04
80.3
1.3171
2.63
1850
50
7:45:52 AM
0:00:181
0.30
166.67
0.053
8.78E-04
75.8
1.244
2.49
1800
50
7:46:11 AM
0:00:19
0.32
157.89
0.050
8.31 E-04
71.8
1.1781
2.36
1750
50
7.46:32 AM
0:00:21
0.35
142.86
0.045
7.52E-04
65.01
1.0661
2.13
1700
50
7:46:52 AM
0:00:201
0.33
150.00
0.047
7.90E-04
68.2
1.1201
2.24
165050
7:47:15 AM
0.00:231
0.38
130.43
0.041
6.87E-04
59.3
0.9731
1.95
1600
50
7*47:35 AM
000-201
0.33
150.00
0.047
7.90E-04
68.2
1.120
2.24
1550
50
7:48:02 AM
0:00:271
0.45
111.11
0.035
5.85E-04
50.6
0.8291
1.66
1500
50
7:48:19 AM
0:00:17
0.28
176.47
0.056
9.29E-04
80.3
1.3171
2.63
Natural Moisture: 4.0%
% Passing #200 : 39.0%
ESTIMATED FIELD KSAT:I
0.0491
8.10E-04I
70.01
1.1481
2.30
USCS Class.: SM
Consistency: Very loose
Depth to an Impermeable Layer: NA
Notes: Ksai Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA
Precision Permeametelm

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-4
Date .............: 6/16/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat =Q[sinh-1(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
n:s hr:miec a/
Elapsed Time
Flow Rate Q
ml/min[alb]
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec
cm/day)
in/hr
ft/da
25501
9:38:00 AM
25001
50
9:38:16 AM
0:00:16
0.271
187.50
0.059
9.87E-04
85.3
1.3991
2.80
24501
50
9:38:38 AM
00022
0.371
136.36
0.043
7.18E-04
62.0
1.0181
2.04
24001
50
9:39:06 AM
1 00028
0.471
107.14
0.034
5,64E-041
48.7
0.800
1.60
23501
50
9:39:38 AM
1 0:00:32
0.531
93.75
0.030
4.94E-04
42.7
0.7001
1.40
2300
50
9:40:10 AM
00032
0.53
93.75
0.030
4.941
42.7
0.7001
1.40
2250
50
9:40:45 AM
0:00:35
0.581
85.71
00271
4.51 E-04
39.0
0.6401
1.28
2200
50
9:41:19 AM
00034
0.571
4.65E-04
40.1
0.6591
1.32
2150
50
9:41:51 AM
0:00:32
0.53
93.75
0.030
4.94E-04
42.7
0.7001
1.40
2100
50
9:42:40 AM
000.49
0.82
61.221
0.0191
3.22E-041
27.9
0.4571
0.91
20501
50
9:43:34 AM
0:00:54
0.90
55.56
0.0181
2.93E-04
25.3
0.4151
0.83
Natural Moisture: 6%
% Passing #200 : 39%
ESTIMATED FIELD KSAT:I
0.0321
5.28E-04I
45.61
0.7491
1.50
USCS Class.: SM
Consistency: Very loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: NA
IDepth to Bedrock ...................: NA
Precision Permeamete/'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-5
Date .............: 6/16/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 7 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30,2 cm
Ksat = 0[sinh-l(H/r) - (r2/H2+1).5 + r/H] / (2pH2) [Glover Solution]
VOLUME
mill
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate O
ml/min alb
--------------- ---- Ksat E uivalent Values------------------
hr:min:sec
min b
cm/min
cmisec
cm/da
inlhr
ft/da
125
-" :_..
12:35:00PM-
1241
1
1:06:08 PM
0:31:08
31,131
0.03
0.000
1.69E-07
0.0
0.0001
0.00
1231
1
1:41:45 PM
0:35:37
35,62
0.031
0.000
1.48E-07
0.0
0.0001
0.00
Natural Moisture: 29.0%
% Passing #200 : 88.5%
1 ESTIMATED FIELD KSAT:I
0.0001
1.58E-071
0.01
0.000I
0.00
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very Low
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametel'

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-6
Date .............: 6/16/2010
Ksat: Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water Flow into the soil
Boring Depth.: 8 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat = Q[sinh-1(Htr) - (r2/H2+1).5 + r/Hl / (2pH2) [Glover Solution]
VOLUME
Innl
Volume Out
ml a
TIME
hr:min:sec a/
El sed Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values------------------
hr:min:sec
min b
cm/min
cm/sec(cm/day)
inlhr
ft/da
125
...,.
1:41:00 PM
124
1
2:13:32 PM
03232
32.531
0.03
0.0001
1.62E-07
0.0
0.0001
0.00
123
1
24638 PM
0:33:061
33.10
0.03
0.000
1.59E-07
0.0
0.0001
0.00
Natural Moisture: 29.0%
/ Passing #200 : 94.4%
ESTIMATED FIELD KSAT:
0.0001
1.60E-07
0.0
0.0001
0.00
USCS Class.: CL
Consistency: Medium Stiff
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Very Low
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametel'"

G C T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: P-1160 Physical Fitness Center
Location.......: MCB Camp Lejeune, NC
Terminology and Solution
Boring No......: S-9
Date .............: 6/16/2010
Ksat : Saturated hydraulic conductivity
Investigators.: Z
File No.........: JX10-103G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 8 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad.(r): 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Q[sinh-t(H/r)-(r2/H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
I Ela sed Time
Flow Rate Q
ml/min alb
------------------- Ksat Equivalent Values ------------------
hr:min:sec
min b
cm/min
cm/sec(cm/day)
(in/hr
ft/da
1191
1
4:17:15 PM
0:00:151
0.251
4.00
0.001
2.11E-05
1.8
0.0301
0.06
118
1
4:17:31 PM
0:00:16
0.271
3.75
0.001
1.97E-05
1.7
0.0281
0.06
1171
1
4:17:44 PM
0:00:131
0.221
4.62
0.001
2.43E-05
2.1
0.0341
0.07
116
1
4:18:01 PM
0:00:17
0,281
353
0.001
1.86E-05
1.6
0.0261
0.05
115
1
4: 18:15 PM
00014
0.23
4.29
0.001
2.26E-05
1.9
0.0321
0.06
114
1
4: 18:29 PM
0:00:14
0.231
4.29
0.001
2.26E-05
1.9
0.0321
0.06
113
1
4: 18:42 PM
0:00:13
0.22
4,62
0.001
2.43E-05
2.1
&0341
0.07
112
1
4: 18:49 PM
00007
0.121
8.57
0.003
4.51 E-05
3.9
0.064
1 0.13
111
1
4:19:56 PM
0:01:07
1.12
0.90
0,000
4.72E-06
0A
0.0071
0.01
110
1
4:20:04 PM
0:00:08
0.13
T50
0.002
3.95E-05
3.4
0.0561
0.11
Natural Moisture: 12.9%
%Passing #200: 26.1%
ESTIMATED FIELD KSAT:I
0.0011
2.42E-05I
2.11
0.0341
0.07
USCS Class.: SM
Consistency: loose to medium
dense
Depth to an Impermeable Layer: NA
I Notes: Ksat Class = Medium
Structure/Fabric: NA
SlopelLandsc: NA
Depth to Bedrock ...................: NA
Precision Permeametei'

U.S. ARMY CORPS OF ENGINEERS
WILi4LIN'GTON DISTPUCT
Action ld.2007340606i County: Onslow U.S.G-S.Quad: \VallaceCreck
NOTIFICATION OF J C112ISDICTIONAL DETERMINATION
Property Owner:
USMC— Camp Leieune Agent: Geo :Marine Inc.
Address:
arm: Martin Korenek attn: Dr. Joe Campo
PSC 20004 2713 Mauruder Blvd
Camp Leieune. NC 28542 Hamilton. VA 23666-1.572
Property description:
Si7s;(aaes)
750 ?dearest Town Jacksonville
Nearest Waterway
Wallace Creek River Basin White Oak
USGS 14UC
03030001 Coordinates N 34.6825 W 77.3489
Location description Tile cite is located ' -:within Camp Leieune_Mainside along: Wallace Creek genera
Beaverdam.Creek" arid: BearheadCreek:OnslotvCdtiii °
Indicate Which of the Following Anuh•:
A. ,Preliminary Determination
Based on preliminary ntfonnation, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department ofthe yViny (DA) jurisdiction. To be considered final, a
Jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
13. Approved Determination
_ There are Navigable Waters of the United States within the above described property, subject to the permit requirements of
Section 10 of the Rivers and I larbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this derermination may be relied upon for a period not to exceed five years from the date of this
notificaiion.
There are wetlands on the above described property subject to the permit requirements of Section 404 of die Cctm W ter
Act (CWA)(33 USC § 1344). Unless there is a change in die law or our published regulations, this dacrujivation may be
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your properly delineated. Due to die sirs of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation roust be verified by the Corps.
_ The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation. surveyed. Upon completion, this survey should be reviewed and verified bythe Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to C A jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five %cars. .
The wetlands liavc bocn delineated and surveyed and are accurately depicted oil the prat signed by the Corps
Kegutatery OC'.5cial Mend tiad help=v on 10!22/20117. Unless there is a change in the law or our published regulations, this
"determ �7tion may herelied epor fir <: Period not o) exceed rive years 5oni the data; cFtius nrtil:cation.
There araa no waters ofdze t t.S., to include wetlands, present on tine above described property which are subject to dte
pernut requircinems ol'Seciion 401 of Lhe Clean Water ,let (33 LISC 1 i 14). Unless there is a chance in the law or our
published regulatons, this determination may be relied upon for a period not io exceed five %ears fiom the date of this
notification.
SEP 0 7 2010

X The property is located in one of the 20 Coastal Counties subject to regalation tinder the Coastal Area -Management Act
You should contact the Division of Coastal Management in Morehead City, NC at 252-808.2908 to determine
their requirments.
Placement of dredged or fill material within waters of die OS and/or wetlarAs without a Department of the Army permit may
constitute a vio ilition of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact brad Stutver lit 910-251-4611,
C. Basis For Determination
1). Remarks
The site was field verified on 513/2007.
T'` The maps have been returned to the Survevor for distribution.
F. Appeals Information (rhis information applies only to approved jurisdictional determinations as indicated in
B.above) -
This correspondence constitutes art approved jurisdictional determination for the abrrve described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA torn to the South Atlantic Division, Division Office at the Following
address:
Mr. Michael F. Bell, Administrative Appeal Review Officer
CE'SAD-1; T-CO-R
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room 9MI5
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must detemtine that' it is coutplete, that it nreots the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division office within 60 clays of the date of the NAP.
Should you decide to submit an RFA form, it mustbe received at the above address by t2/222007.
*"It is not necessary to submit an RFA form to die Division office if you do not object to the determination in this
correspondence.
Corps Regulatory official: --
Date 1022/2007
ExpirationDate 10/22/2012
The \?' iLminglon District is comrn;n'ed to providing the highest level 0C support to the public. To help us ensure v,c continue to
do so, please complete the attached customer Satisfaction Survey or visit
http lhr �ly.saµ__rsace,y ns;_mil YE CC�INDS_indcx.Liml to complete Lite survey online.
Copy fernished'.
Charles F. Riggs k Associates arm: Charles t ;s F.O. Box li70 SacksenviL'e, iIC 28541
SFP 0 7 2010

❑_❑ Kimley-Horn
M and Associates, Inc.
September 3, 2010
Janet Russell
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
EXPRESS Stormwater Permit Application
LPl 160 Birch Street Physical Fitness Center
Camp Lejeune, North Carolina
Dear Janet Russell:
501 Independence Parkway
Suite 300
Chesapeake, Virginia
23320
757.548.7300
PAX 757.548.7301.
Please find attached the Stormwater Permit Application for LPl 160 Camp Lejeune Birch
Street Physical Fitness Center development. Required supplementary information has been
attached as figures and appendices.
If you have any questions or require additional information, please contact me at (757)548-
7376 or email me at [e-mail].
Sincerely,
Kimley-Horn and Associates, Inc.
Jimmy Lavin, EIT
Enclosures: Stornwater Permit Application
Stormwater Narrative with Figures and Appendices
Stormwater Calculations
cc: Roby DeReuil, Suffolk Construction Company, Inc.
SEP 0 7 2010

Russell, Janet
From: [e-mail]
Sent: Thursday, August 26, 2010 4:01 PM
To: Russell, Janet
Cc: [e-mail]
Subject: RE: Submittal Meeting for P1160 Camp Lejeune Birch Street Physical Fitness Center
Hi Janet,
I am writing you to confirm our meeting for Wednesday September 1" at 1:0013M.
See you then!
Rachel Oberle
From: Russell, Janet [mailto:janet. [e-mail]]
Sent: Thursday, August 26, 2010 3:42 PM
To: Oberle (Watts), Rachel
Cc: Towler CIV David W
Subject: RE: Submittal Meeting for P1160 Camp Lejeune Birch Street Physical Fitness Center
Rachel:
The meeting has been scheduled for 1:00 PM on Wednesday. September 1". Please confirm.
Thank You for your patience.
From: [e-mail] [mailto:[e-mail]]
Sent: Thursday, August 26, 2010 1:49 PM
To: Russell, Janet
Subject: RE: Submittal Meeting for P1160 Camp Lejeune Birch Street Physical Fitness Center
Hi Janet,
Yes, we will be available to meet September V. Please let me know what time works.
Thanks!
Rachel
From: Russell, Janet [mailto:[e-mail]]
Sent: Thursday, August 26, 2010 9:06 AM
To: Oberle (Watts), Rachel
Subject: RE: Submittal Meeting for P1160 Camp Lejeune Birch Street Physical Fitness Center
Hey Rachel,
I received an email from Dave Towler yesterday. He is not available until late on the 2nd of Sept. However, he is
available on the 1". I am trying to schedule 3 meetings for him on the same day. Is there any way that you can meet on
the 1"instead of the 2nd?
Let me know.
Thanks,
Janet
From: [e-mail] [mailto:[e-mail]]
Sent: Tuesday, August 24, 2010 12:09 PM

Copies of Designer's Certifications
Previously Submitted to NCDENR

Nelson, Christine
From: Duff, David K CIV NAVFAC MIDLANT, NC IPT [[e-mail]]
Sent: Wednesday, August 25, 2010 1:08 PM
To: Scott, Georgette
Cc: [e-mail]; [e-mail]; Osborne, Thomas E CIV
NAVFAC Lant; Brand, Elizabeth CIV NAVFAC, NC-IPT; [e-mail]; Nelson,
Christine; Lewis,Linda; DuRant, MaryAnn V CIV NAVFAC
Subject: RE: P1160 - Physical Fitness Center
Georgette -
I apologize for not responding sooner, but I have been away on temporary duty. Your message
below is great news and is well -received by our project team. Thank you for your kind
consideration and positive response. I look forward to working out the details of the trail
with Christine as we move forward with the project.
David Duff
-----Original Message -----
From: Scott, Georgette [mailto:[e-mail]]
Sent: Friday, August 20, 2010 13:13
To: Duff, David K CIV NAVFAC MIDLANT, NC IPT
Cc: [e-mail]; [e-mail]; Osborne, Thomas E CIV NAVFAC
Lant; Brand, Elizabeth CIV NAVFAC, NC-IPT; [e-mail]; Nelson, Christine;
Lewis,Linda
Subject: RE: P1160 - Physical Fitness Center
David,
I have discussed with my engineers and we feel that since you have provided some additional
treatment (LID and LEED) beyond the ponds that we will allow you to use sheet flow for the
trail. We would appreciate any ideas you have that might allow some infiltration through the
rubberized trail area. Possibly some type of honeycomb configuration which allows some
stormwater to penetrate the trail?
Christine will be working with you on this project.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
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.
-----Original Message -----
From: Scott, Georgette
Sent:Wednesday, August 18, 2010 8:23 AM
To: 'Duff, David K CIV NAVFAC MIDLANT, NC IPT'
Cc: [e-mail]; [e-mail]; Osborne, Thomas E CIV NAVFAC
Lant; Brand, Elizabeth CIV NAVFAC, NC-IPT; [e-mail]
Subject: RE: P1160 - Physical Fitness Center
1

David,
I will discuss with Linda and Christine and will get back with you as soon as I can. Thank
you for the specifics on the trail.
Georgette Scott
Stormwater Program Supervisor
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
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.
-----Original Message -----
From: Duff, David K CIV NAVFAC MIDLANT, NC IPT [mailto:[e-mail]]
Sent: Tuesday, August 17, 2010 5:52 PM
To: Scott, Georgette
Cc: [e-mail]; [e-mail]; Osborne, Thomas E CIV NAVFAC
Lant; Brand, Elizabeth CIV NAVFAC, NC-IPT; [e-mail]
Subject: P1160 - Physical Fitness Center
Importance: High
Georgette:
Thank you for your time this afternoon on the phone regarding the subject project. I have
attached a sketch showing the proposed development conditions for your use and consideration
of the request below.
As we discussed, the SWM design proposes a system of integrated bioretention basins and wet
pond BMP's to satisfy SWM requirements. However, because of specific soil and groundwater
conditions encountered on the site in the area of the proposed bioretention basins they will
not be used towards credit to satisfy the SWM requirements with the State, but will satisfy
the LID implementation guidelines per current NAVFAC policy directive, and at the same time,
will serve to augment the treatment of runoff from a major portion of the impervious areas on
the site. The wet ponds shown are sized to fully satisfy the SWM requirements in compliance
with the State's design guidelines, and are what the permit request will be based on. As you
can see from the sketch, every attempt is being made to assimilate the ponds and the adjacent
jogging trail into the natural contours of the site to provide an additional amenity to the
users of the facility and a more pleasing appearance to the pond!
s in light of their function. Clearing and grading are being held tight to the building and
parking areas to preserve as much of the natural wooded area as practical.
The portion of the 5ft wide jogging trail on this project is part of a system of trails that
are connected throughout this area of Camp Lejeune for recreation by the civilian population
of base residents, employees and military dependents, and are at times used to supplement
physical training routines for U.S. Marines stationed at the base. The new Regimental
Battalion complex to the north of this site is master planned to someday connect to this
site's trail in the future, but this connection will not be a part of this permit. The heavy
use of the trail(s) require a durable material for its construction, i.e. asphalt, rubberized
track paving, or similar material for sustainability and ease of maintenance.
z

R .
Additionally, to comply with USGBC LEED criteria a 100ft buffer from field delineated
wetlands is being implemented on this site. (The buffer is the dark dashed line on the upland
side of the wetlands indicated on the attached sketch). For the most part, the trail is
located out of this buffer with the exception of the portion in the "peninsula" area in the
NW. LEED allows the trail to be constructed of an impervious material if it stays out of the
buffer, but must be constructed of mulch if located within the buffer. In either case, NCDENR
says that this trail must be assumed as "built upon" impervious area and addressed with SWM
measures. Further, if the trail area cannot be counted as impervious area managed by the wet
ponds - even though portions of it will be graded to direct runoff by sheetflow directly into
the ponds - this would then require separate and numerous individual treatment practices
along the trail to satisfy all requirements.
We are asking NCDENR to please consider that this trail is not located in an ultra -urban
location where its additional impervious area would be a considerable detriment to a mostly
impervious environment and require strict compliance with SWM policy and consider the
pedestrian only use of this trail (no vehicles/pollutants), the very intense implementation
of the proposed integrated SWM practices which are designed to treat all on -site impervious
area, the conservation of natural area to the top of the slope at the 100ft buffer which
would serve as a densely vegetated and forest littered buffer strip for filtering and
velocity dissipation of runoff from the trail to the wetlands and reconsider the requirement
for SWM treatment of this trail.
We look forward to discussing this with you in further detail. Please feel free to contact
this office when you have had a chance to review.
Thank you,
David K. Duff
Civil Engineering & Design
NAVFAC Mid -Atlantic / NC-IPT
6506 Hampton Blvd. - Bldg. C - Rm 2025
Norfolk, VA 23508
Desk: 757-322-8360
Cell: 410-570-3807
Fax: [phone]
3

A�� r
NC®ENR
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
ForDENR seONL�Y �J
Re er:
-1T W e cl
( Uc
Time: �
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF (le) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296.4698;atison.davidson((Dncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(oDncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or Patrick.grogan(oDncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or lvn.hardison(rDncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or ianetrussellCdncmail.net
NOTE: Project application received alter 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
a�
Project Name: P1160 CAMP LEJEUNE PHYSICAL FITNESS CENTER County: ONSLOW
Applicant: CARL BAKER, PUBLIC WORKS OFFICE Company: US MCB CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Localion:LATITUDE: 34° 40' 37" LONGITUDE: -77° 20' 33"
Project Drains into TIDAL waters —Water classification SB (for classification see-http://h2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to Class HOW waters? N
Engineer/Consultant: THOMAS SAURO Company: KIMLEY HORN AND ASSOCIATES, INC.
Address: 501 INDEPENDENCE PARKWAY SUITE 300 City: CHESAPEAKE, State: VIRGINIA Zip: 23320-5169 }°�+` .1 U J:d
Phone: [phone]. Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY I� j i, 2 4 2010
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM IS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
El High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit a)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 17 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and express meetina reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes El No Isolated wetland on Property El Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
ru rurrru rrrrrrrrrrurrrrurrrrrrurru rrrrrr rarrrrruFor DENR use onlyrrrruwrr rrr rrrrrrrrr rarrrrrarrrrr rrrrrrrrrrrrrr rrrrrrrrrr
Fee Split for mulllple permits: (Check # 1 Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
s
Variance (t.J Mai; Min)
$
SW ( HD, L0, Gen)
s
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS March 2009

GoMaps GIS 'Page 4'p)f6' .,,
P1160 Camp Leieune Physical Fitness Center
L Background
This report contains the approach for a stormwater impact analysis conducted for the proposed P1160
Birch Street Physical Fitness Center development. The project site is located at Marine Corps Base (MCB)
Camp Lejeune in Onslow County, North Carolina. The proposed development is on approximately 25
acres and is bound by Birch Street to the south as shown in Figure I and Figure 2. The proposed project
includes the development of a physical fitness center as shown in the attached plans, Appendix A. The
proposed project has been design in accordance with LID implementation guidelines per current NAVFAC
policy directive and USGBC LEED criteria.
IL Existing Conditions
The proposed project site is currently an undeveloped, wooded area with exception to an existing sidewalk,
running parallel to Birch Street. A review of the topographic survey shows grades on the site ranging from
approximately elevation 5 to elevation 20. The site generally has 0 to 6% slopes. According to Table 3-4
in the North Carolina Department of Environment and Natural Resources (NCDENR) Stormwater BMP
Manual, the near surface soils in Onslow County are classified as Hydrologic Group B. A geotcchnical
investigation was completed in June 2010. An infiltration site visit was completed by Vincent Lewis of
NCDENR in July 2010. The results of the geotcchnical investigation and the infiltration site visit have
been submitted with this package as Appendix B.
IIL Wetlands and Waters of the United States
A wetland delineation of the proposed project area was completed by the United States Army Corps of
Engineers on October 22, 2007. The Notification of Jurisdictional Determination is attached as Appendix
C. No permanent impacts to wetlands are proposed for this project. Temporary impacts to wetlands
associated with the installation of underground utilities, will be avoided through directional drilling. There
are no Waters of the Unites States on the proposed project site. In order to comply with USGBC LEER
criteria, a 100ft buffer from field delineated wetlands to all impervious surfaces has been implemented in
the site plan.
IV. Proposed Development
The proposed P 1160 Camp Lejeune Physical Fitness Center includes the development of one fitness center
building, two parking lots, a recreation trail, a turf field, and associated access roads. The proposed
project is on 25.03 acres. The post -development impervious area of the proposed development has been
calculated to be approximately 7.54 acres or 30.10%.
V. Stormwater Analysis
Onslow County is a coastal county located within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-21 I. The proposed project area drains to the Beaverdam Creek, Index Number: 19-20-I. According
to North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Camp Lcieune P1160 Birch Street Physical Fitness Center August 2010
KHA Job # 148136002
http://maps.onslowcountync.gov/gomaps/map/map.cfm?CFID=128703&CFTOKEN=4581... 8/ 11 /2010

Quality the proposed project drains to SB waters. The build upon area is greater than 24%; therefore, the
project is considered High -Density.
Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the I -year 24-hour storm. Additionally, discharge directed to flow through wetlands
must do so at a non -erosive velocity. The calculations and supplemental forms submitted with this
narrative demonstrate that the proposed project'will meet all requirements of the Coastal Stormwater Rules
Session Law 2008-211
The storm water management design proposes an integrated system of bioretcntion basins, pervious
pavement, and two wet detention ponds to satisfy the LID implementation guidelines per current NAVFAC
policy directive. However, because of specific soil and groundwater conditions encountered on the site the
-.-bioretention.basins.and.pervious-pavement,.will.not.be.used-toward credit to satisfy the State stormwater
requirements. Therefore, the two wet ponds shown are designed to filly satisfy all State stormwater
requirements and the permit request will be based exclusively on the two wet detention ponds.
VL Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic map and wetland delineation illustrate that the entire
site drains west and north towards Beaverdam Creek, which outfalls into Wallace Creek Index Number:
19-20.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the P 1160 Physical Fitness Center development. Increases
in impervious area have been minimized through use of pervious pavement utilized in parking stalls and
walkways. Additionally, clearing and grading are being held tight to the building and parking areas to
preserve as much of the natural wooded area as practical.
Runoff from rainfall events will be controlled by a series of drainage inlets and be conveyed using
underground piping networks. Each of these networks will empty directly into one of two on -site wet
detention ponds with forebay. The wet ponds located will outfall into unnamed ditches, which are
tributaries to Beaverdam Creek, which outfalls into Wallace Creek Index Number: 19-20.
The stormwater networks and basins will treat runoff' from the entire build upon area, with exception to a
small portion of the jogging trail located north of the physical fitness center building. The conservation of
natural area to the top of the slope at the I00ft buffer will serve as a densely vegetated and forest littered
buffer strip for filtering and velocity dissipation of runoff from this portion of the trail to the wetlands.
The existing and proposed drainage systems have been evaluated for peak now rates using ICPR software.
ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method (Q=CIA),
Manning's Equation, and StormCAD software have been used in the design of the proposed stormwater
system.
AUG 2 4 2010
Camp Leymne P1160 Birch Street Physical Fitness Center August 2010
KHA Job # 148136001
BY:_---- _

_d
Nelson, Christine
From: Nelson, Christine
Sent: Thursday, July 22, 2010 12:18 PM
To: [e-mail]
Subject: RE: Camp Lejeune Physical Fitness Center: Scoping Meeting
Rachel,
After talking with Linda, this project cannot be considered as low density, even if the
permeable pavement can reduce the overall BUA below 24%. There is too much collection, BMPs,
and concentration of BUA for it to be low density.
Since the site will be considered high density, the trail will also have to be collected and
treated. I understand that it will be nearly impossible given the location and nature of the
trail to collect and treat the runoff. Unfortunately, I haven't been able to come up with
many options to get around treating this runoff given the current design of the fitness
center other than to use a raised open slatted decking as the walkway instead of the mulch.
Raised, open slatted decking is not considered to be an impervious surface by DWQ.
Christine
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: [e-mail] [mailto:[e-mail]]
Sent: Tuesday, July 20, 2010 12:47 PM
To: Nelson, Christine .
Subject: RE: Camp Lejeune Physical Fitness Center: Scoping Meeting
Hi Christine,
Since we will be considering the mulch trail as part of our BUA, what stormwater requirements
for this area will we need to meet? Due to the placement of the trail and our intent to
minimize and avoid disturbance and clearing, collecting runoff from the trail does not seem
likely. I have in my meeting notes that this area might be looked at as low density. If so,
under the low density requirements we would not need to collect or treat the runoff from the
trail. Can you confirm this and help explain anything I am missing? What type of supporting
calculations/narrative would you be expecting for a trail such as this?
Thank you, in advance, for any information you can provide. Talk to you soon Christine!
Rachel A. Oberle, EIT
Kimley-Horn and Associates, Inc.
(p) 757-548-7324
From: Nelson, Christine [mailto:[e-mail]]
Sent: Wednesday, July 14, 2010 3:25 PM
To: Oberle (Watts), Rachel
Cc: Sauro, Tom; Towler CIV David W; Russell, Janet
Subject: RE: Camp Lejeune Physical Fitness Center: Scoping Meeting
Rachel,
Thanks for the information and details.
From the details of the grasspave2 system, it seems very similar to the plastic turf
reinforcing grids shown in Figure 18-1 of the BMP manual. So the areas proposed as

grasspave2 will be considered as BUA unless the design and site meets the pervious pavement
criteria.
As for the mulch trail - since the trail is being compacted to 95%, it too will need to be
considered as BUA.
When evaluating the site to see if you get credit for the permeable pavement, please ensure
that all the design criteria area met. I noticed that one requirement is that the top 3-ft
of soil must not have a texture finer than Loamy very fine sand. With the clay layer
starting around 2 ft below grade, that may be difficult. I'm sure you've read through the
chapter, but the other design specs are in Section 18.3.3 of the BMP manual.
As for the bio-retention cells, we'll see what Vincent says about the SHWT, but I noticed
Major design element #6 says that bioretention should not be used when the confining layer is
less than 2 feet below the bottom of the BMP. With such a deep confining layer potentially
starting at around 2 feet below grade, it may be hard to meet this requirement. I also
noticed that your soil mixture doesn't specify a low P-index (#16 of the design elements).
If the in -situ soil allows it, you may want to consider providing an IWS layer as shown on
pages 12-8 and 12-9. You will also want to be careful with the capped cleanouts and set them
high enough that the maintenance crew and equipment won't damage them.
I think this answers all the questions raised during our meeting last week. Let me know if I
missed one or if you clarification is needed.
Thanks,
Christine
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: [e-mail] [maiIto: Rachel. [e-mail]
Sent: Monday, July 12, 2010 11:42 AM
To: Nelson, Christine
Cc: [e-mail]
Subject: Camp Lejeune Physical Fitness Center: Scoping Meeting
Hi Christine,
Please find attached details for the varying surface types included in the Camp Lejeune
Physical Fitness Center design. CS-502 includes details for the Grasspave2 as well as the
trail. CG-503 provides a detail for the proposed bioretention areas. CP-100 provides
information regarding the different pervious pavements. We are still working on developing a
detail for the proposed turf section. This will be sent you when it is complete.
Thank you for meeting with us last week. It was nice to see you again. Talk to you soon,
Rachel A. Oberle, EIT
Kimley-Horn and Associates, Inc. I Hampton Roads Office
501 Independence Parkway I Suite 300 1 Chesapeake, VA 23320
(p) 757-548-7324 (f) 757-548-7301 (e) Rachel.Oberle@Kimley-
Horn.com<mailto:[e-mail]>
P Help reduce paper waste. Please print only if necessary
z

M1/MMMM M•
MMMM�/
I—{[iIf5R1®'.YITI mNOFfE SNIJ IGFMI.9W V 5¢10J
YI C¢NVLCIro YNJY O4HL IO]ID 0I.4
2 f¢�IYVY®aroCIM LBIS(!Y
-¢ING6JO li WCNS
� �� n�oseas¢carseroroo¢mscNo
SE4I5ti
m o: cans roar Nsss a NN
rn�sR,rm,�h
a
TYPICAL GRASSPAVEZ DETAIL
TYPICAL GRASSPAVEZ DETAIL
�1
auor. me rmn � Nvamow m.ss rr..� uW es
�moJ�s, a.3m
Num�
swma w
Fug=imunk''m
=IIIl
6➢90tTNL ii I —III
II.
IIII—IIII—IIII—
''I- IIII=IIII—_IIII.
IX rNG CIXCRM MAL
�sEIV4Ra rIIiDrt¢rm(Esn
lscsswu a samme.n LNmaaE wwlrcl a
uNar..t axo¢a
cuss wm mwsv.�rz
robes
�`r aaow o� �Ec �omxm
�YVKIF➢SMOY 04441
�roro�
¢ uL. warcla;� n.sa
ux¢u
GRASSPAVEZ AT CONCRETE EDGE
aN14116N�'!�(R Tl(N1I.YFNm 1�M=WS JID
u.m.� raw, fm'an mm
vszJ>e m
inx �iiilmwmaJ�
bnis�le
rmru�

w,mmwsse��z
xcne.�
it acwr o.xcaxscown
�awr�
upmYzeac cuh m
cownrm�sxoruum�
�E
��—zx•eaow e..e ccucc rcPm
6 YL. YMwEA9lE MlE QI
YIEP
E EDGE
'^ icaam.mss.a xio
w.amdmmm
v� a�zz�is�ovxm�v�iezar
1TtTt:•
• :t-t-t-t-t- •
:1t-iwt:tat::
�t tit•'•!{.G..'
Grasspave2 Firelane Detail
16 Ja .4m 'Suce 310
Imr Ie Stzucture Inc- (Wckn, C➢Wb I
80 M- 1510 M W3-3n-1234
FAX: 3C3-3➢3-1223
mumskYetnctureswm
o>�
EDGE CONDIT
VARIES, REFE
TO PLANS

WIDTHVARIES
J-0i
NOTE:
PAVER COLORS TO BE PLACED
RANDOMLY. CONTRACTOR TO PROVIDE A
10' X 10' MOCK UP AREA FOR APPROVAL
BY OWNER PRIOR TO CONSTRUCTION.
PAVER LEGEND
TYPE - AOUAFLON BY HANSO
HARDSCAPE PRODUCTS.
COLOR - ORANGE / YELLOW /
CHARCOAL MIX
SIZE - 4"X&"
EDGE CONDITION Oj
SPECIFICATIONS:
-
VARIES, REFER
TO PLANS O
Oj
HEADER BANDING -
SOLDIER COURSE
O2
PAVER FIELD- HERRINGBONE PATTERN. SEE
...... __...�_... _.. _._ . O
PLANS FOR LOCATIONS.
11�111-IIIII-III
I" COMPACTED SAND
SETTING BED.
III=III=III-III-11_ _ Q
q
4" GRAVEL BASE =57
STONE.
I I I_I I I-III-1I I -III- 5Q
I -I l�l 1
7" GRAVEL BASE #2
STONE.
I I-_ll
0
_III-1I III-III-111-Y
©
GEOTEXTILE FABRIC
,I�TI
ZERO SLOPE
BOTTOM
O7
12" SUBGRADE - COMPACTED
TO q5% MODIFIED
PROCTOR DENSITY.
T SIDENALK PERVIOUS
PAVER
C S - 502
NTS
$ L)
Z
a
F
w Q
=
L1J
z
Z
Z
12 I
z
W
Z
w
C5
LL C
J
�C/,)�
yJ
a L
LJJ
Z Q
V
z
�
f
z_
LL
m
J
w
Q
z
C)
z
Cn
W 8
}
W
W o
a3
EL
F
i J 3
z
O
u C)
w
(o
H QNOT
v lL
J
^^T
L
_;�
Z
U
m
o i
�
Scut:
E ROJFCT NO.:
##I
CONSTR. CONTR. NO.
N40085-09-R-
NAVFAC GNAWING NO
1 SHEET OF

57 W2.9 n W:
FROM TOP
MIN 3' FROM
Imeter of
ante with
TRAIL SECTION MULCH COMPACTED TO 4' DEPTH — MULCH SHALL BE FINELY CHOPPED AND FREE
OF PARTICLES LARGER THAN 3'X5'R1* — SUBMIT MULCH SAMPLE FOR OWNER'S
_ REP. APPROVAL PRIOR TO INSTALLATION.
GEOTEXTILE FABRIC
4- /3 OR 04 CRUSHED STONE.
IKi 95% COMPACTED SUBGRADE
CITY of JACKSONVILLE
HEIGHT AND LOCATION OF SIGNS
TYPICAL INSTALLATION
9"
3000 P.S.I. CONCRETE
e
n
6' TYP.
CONCRETE WHEEL STOP
N.T.S.
[loP"y:�: and Asso
FOR 0.'uMRNIX xarlG
rcnxlr XXxxx
5/.RS.Y:Itltt td a2
�4 BAR (TYP.) OE5 ORw
FR/bA»
dtVlgl WN.IGER
LRiFf ERw��
«x.»
z

NOTES
1. EXCAVATE THE BIORETENTION AREAS TO THE DESIGN DIMENSIONS.
2. LINE BOTTOM OF EXCAVATION UP TO 1.0' BELOW BOTTOM CLASS "C" GEOTEXTILE FABRIC.
3. INSTALL UNDERDRAIN SYSTEM IN THE BOTTOM OF THE EXCAVATION. UNDERDRAIN SYSTEM SHALL BE
6" PVC SDR35, OR SMOOTH WALL CORRUGATED PLASTIC PIPE WITH 3/8" PERFORATIONS ® 6" ON
CENTER (4 HOLES PER ROW). PROVIDE MINIMUM OF 1% SLOPE THROUGHOUT THE PIPE.
4. TIE UNDERDRAIN SYSTEM TO OUTLET PIPE PER THE GRADING PLAN, AND FIT WITH CLEANOUTS.
5. PLACE #57 WASH STONE (GRAVEL) OVER THE UNDERDRAIN TO A DEPTH OF 8 INCHES.
6. PLACE CLASS "C" GEOTEXTILE FABRIC OVER THE GRAVEL, AND TOP WITH A 4" LAYER OF WASHED SAND.
7. BACK FILL WITH A SOIL MIXTURE CONTAINING 80% SAND AND 20% ORGANIC MATERI AL(TOP SOIL)
TO A DEPTH OF 4 FEET. SOIL MUST NOT BE INSTALLED UNTIL ALL OF THE CONTRIBUTING DRAINAGE
AREA HAS BEEN STABILIZED AND APPROVED BY THE INSPECTOR.
8. INSTALL LANDSCAPING PER BIORETENTION PLANTING PLAN AND PLANTING DETAILS,
9. STABILIZE THE SLOPES DRAINING TO THE BIORETENTION AREA WITH GRASS SOD OR SURROUND
THE AREA WITH SILT FENCE TO PREVENT SEDIMENT FROM CONTAMINATING THE SOIL MIXTURE.
10. SANDY LOAM/LOAMY SAND; FINES SHOULD BE LIMITED TO 20% OR LESS PASSING THROUGH A #200
SIEVE. MINIMUM INFILTRATION RATE=5 IN/HR.
OVERFLOW 5TRUCT EDIMENT CLEANOUT MARK
SEE PLAN SHE FOR 2" - 4" MULCH
SIZE AND INVERTS
_ CAPPED CLEANOUT SET INVERT
PLANTING AREA, REFER TO PLANTING UNDERDRAIN CLEANOUT ABOVE
PLAN THIS SHEET CLEANOUT MARK ELEVATION.
I
r PONDING DEPTH 1
=1 p b ". , (911-1211) r r I. " mr Iff I rl I Ir
FINISH GRADE BIORETENTION AREA
BIORETENTION SOIL 'III
> IP- BIORETENTION SOIL MIXTURE REFER TO BIORETENTION 501L
MIXTURE DEPTH TO
' I�k 'BIORETENTION 501L MIXTURE AND MIXTURE DEPTH TO
' III
SUPPORT PLANTINGS 2.0'
SURFACE COVER' NOTES THIS SHEET FOR SUPPORT PLANTINGS 2.0'
MIN. - GRASS CELLS =�I
""= COMPOSITION MIN. - GRA55 CELLS
3.0' MIN. - C LL W/ TREES
= 3.0' MIN. - C L H/ THE
BOTTOM OF BIORETENTION SOIL ELEVATION
6' PVC UNDERDRAIN
PIPES, (4" MIN.)
NATIVE SOIL, NO COMPACTION

SAND.
CAPPED CLEANOUT SET INVERT OF
UNDERDRAIN CLEANOUT ABOVE SEDIMENT
CLEANOUT MARK ELEVATION,
2EA
BIORETENTION SOIL
MIXTURE DEPTH TO -
SUPPORT PLANTINGS 2.0'
MIN. - GRA55 CELLS
3.0' MIN. - CELL W/ THE
N
51ORETEN71ON SOIL
HASHED SAND
BOTTOM OF BIORETENTION SOIL
CLASS 'C' GEOTEXTILE FABRIC AROUND
4' WASHED STONE
WASHED #57 STONE
1 B,
1_
6" UNDERDRAIN PIPES
NATIVE SOIL, NO COMPACTION
UNDERDRAIN CROSS SECTION
NTS
OVERFLOW STRUCT SEDIMENT CLEANOUT MARK
SEE PLAN SHEETS FOR
SIZE AND INVERTS BIORETENTION SOIL MIXTURE REFER TO
BIORETENTION SOIL MIXTURE AND
SURFACE COVER" NOTES THIS SHEET FOR
COMPOSITION
12" PVC OUTLET)
OUTFALLS TO STORMWATER MANHOLE
NATIVE SOIL,
NO COMPACTION
REFER TO GRADING
TYPICAL
2' - 4' MULCH
CAPPED CLEANOUT SET INVERT
OF UNDERDRAIN CLEANOUT
ABOVE SEDIMENT CLEANOUT
MARK ELEVATION.
x- 4' LAYER OF WASHED SAND
-CLASS'C' GEOTEXTILE FABRIC AROUND
WASHED STONE
8' LATER OF WASHED *7 STONE
6' PVC, SDR35, OR SMOOTH WALL
AREA CORRUGATED PLASTIC PIPE WITH 3/5'
PERFERATIONS @ MAX 6' ON CENTER (4
HOLES PER ROW)
REFER TO GRADING PLAN FOR INVERTS
AND CLEANOUT LOCATIONS
PROVIDE MIN. IZ SLOPE THROUGHOUT PIPE

Kimley-Horn
M and Associates, Inc.
June 22, 2010
Janet Russell
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405 -
Express Request for Stormwater Permit Application
LP1 I60 Physical Fitness Center
Camp Lejeune, North Carolina
Dear Janet Russell:
501 Independence Parkway
Suite 300
Chesapeake, Virginia
23320
'I'EL 757.548.7300
FAX [phone]
Please find attached the Express Request for Stormwater Permit Application for LP1160
Physical Fitness Center development. Required supplementary information has been attached
as figures and appendices.
If you have any questions or require additional information, please contact me at (757)548-
7324 or email me at Rachel.Oberle(cr,Kimley-Horn.com.
Sincerely,
Kimley-Horn and Associates, Inc.
�� 66A
Rachel Oberle, EIT
Environmental Scientist
Enclosures: Express Request for Stormwater Permit Application
Stormwater Narrative with Figures and Appendices
cc: Roby DeReuil, Suffolk Construction Company, Inc.

For DENR Use ONLY
e Reviewer
�IOWA North Carolina Department of Environment and seven:
�1 Natural Resources
NCDENR Request for Express Permit Review Time:
co.li m:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.196.4698;alison.davidson(rDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.lee(rDncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 orpatrick.grogarnaricinail.nert
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(cbncmail.net
• Wilmington Region -Janet Russell 910.350.2004orianet.russelliiincmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
Project Name: P1160 CAMP LEJEUNE PHYSICAL FITNESS CENTER County: ONSLOW
Applicant: CARL BAKER, PUBLIC WORKS OFFICE Company: US MCB CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:LATITUDE: 34° 40' 37" LONGITUDE: -77' 20' 33"
Project Drains into TIDAL waters - Water classification SS (for classification see-http://h2o.enr.state,nc.usibims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within''/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: THOMAS SAURO Company: KIMLEY HORN AND ASSOCIATES, INC.
Address: 501 INDEPENDENCE PARKWAY SUITE 300 City: CHESAPEAKE, Stale: VIRGINIA Zip: 23320-5159
Phone: [phone] Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
® 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermiltentlPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
® 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)j
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _#Treatment Systems
® High Density -Bio-Retention 4 # Treatment Systems ❑ High Density -SW Wetlands _# Treatment Systems
El High Densily-Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooina and exorcise meeting reauest
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
r.............•.....................u..............•«..For DENR use only««««w..•....... «•u«.u«..•«««•u«.«............
r««««««o«
Fee Split for multiple permits: (Check# 1 Total Fee Amount$
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ( Mal; Min)
$
SW ( HD, LD, Gen)
$
401:
$
LDS
$
I Stream Deter,_
$
NCDENR EXPRESS March 2009

STORMWATER NARRATIVE
P1160 PHYSICAL FITNESS CENTER
Camp Lejeune
Onslow County, North Carolina
For
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Prepared By:
❑�❑ Kimley-Horn
and Associates, Inc.
501 Independence Parkway, Suite 300
Chesapeake, Virginia 23320
KI lA Project Number: 148136002
June 2010

FIGURES
Figure 1: ESRI U.S. Topographic Map, Vicinity Map of Subject Property
Figure 2: ESRI World Imagery, Aerial Photograph of Subject Property
APPENDICES
Appendix A: Proposed Site Layout, Kimley-Horn and Associates
Appendix B: Geotechnical Report, GET Solutions, Inc.
Appendix C: Notification of Jurisdictional Determination, U.S. Army Corps of Engineers
P1160 Camp Lejeuse Physical Fitness Center June 2010
KHA Job # 148136002

P1160 Camp Leieune Physical Fitness Center
Backgrolmd
This report contains the approach for a stormwater impact analysis conducted for the proposed P1160
Physical Fitness Center development. The project site is located at Marine Corps Base (MCB) Camp
Lejeune in Onslow County, North Carolina. The project site is on approximately 25 acres. The proposed
development is bound by Birch Street to the south as shown in Figure I and Figure 2. The proposed
project includes the development of a physical fitness center as shown in the attached plans, Appendix A.
II. Existing Conditions
The proposed project site is currently an undeveloped, wooded area. There is an existing sidewalk, running
parallel to Birch Street through the project site. A review of the topographic survey shows grades on the
site ranging from approximately elevation 5 to elevation 20. A geotechnical investigation was completed in
June 2010. The results of the geotechnical investigation have been submitted with this package as
Appendix B.
III. Wetlands and Waters of the United States
A wetland delineation of the proposed project area was completed by the United States Army Corps of
Engineers on October 22, 2007. The Notification of Jurisdictional Determination is attached as Appendix
C. No permanent impacts to wetlands are proposed for this project. Temporary impacts to wetlands
associated with the installation of underground utilities, will be minimized and/or avoided through
directional drilling. There are no Waters of the Unites States on the proposed project site.
IV. Proposed Development
The proposed project includes the development of one Department of Det'ense Physical Fitness Center. The
P 1160 Camp Lejeune Physical Fitness Center includes the construction of one fitness center building, two
associated parking lots, a recreation trail, and a turf field. The proposed project is on 25.03 acres. The
post -development impervious area of the proposed development has been calculated to be approximately
4.99 acres or 19.95%.
The following Best Management Practices will be included in the proposed development to act as
stormwater controls: pervious pavements, four bioretention cells, and one wet detention pond with sediment
forebay.
V. Stormwater Analysis
Onslow County is a coastal county located within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-211. The proposed project area drains to the Beaverdam Creek, Index Number: 19-20-1. According
to North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SB waters. The build upon area is less than 24%, but stormwater
structural controls are proposed; therefore, the project is considered High -Density.
P1160 Camp Lejeune Physical Fitness Center June 2010
KHA Job # 148136002

Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the I -year 24-hour storm. Additionally, discharge directed to flow through wetlands
must do so at a non -erosive velocity. The calculations and supplemental forms submitted with this
narrative demonstrate that the proposed project will meet all requirements of the Coastal Stormwater Rules
Session Law 2008-21 1.
V I. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic map and wetland delineation illustrate that the entire
site drains west or northwest towards Beaverdam Creek. According to fable 3-4 in the North Carolina
Department of Environment and Natural Resources (NCDENR) Stormwater BMP Manual, the near
surface soils in Onslow County are classified as Hydrologic Group B.
Structural measures will be required for conveying and controlling increases in stormwater runofidirectly
related to the increase in impervious area due to the P 1160 Physical Fitness Center development. Increases
in impervious area have been minimized through use of four types of pervious pavement, utilized in parking
areas, drive isles, and walkways. Additionally, these pervious pavements provide storage and treatment for
a certain portion of runoff from rainfall events. Runofl' that is not stored in the previous pavements will be
directed to either a bioretention cell or the wet detention basin. Four bioretention cells are proposed along
the perimeter of the fitness center building. Because storage potential is limited in these bioretention cells,
each one will have an overflow weir that will direct flow to the forebay of the wet detention basin. The
forebay of the wet detention basin will receive water from the following sources: drainage inlets in the
parking areas and drive isles, bioretention overflow weirs, and sheet flow. The forebay is connected to the
wet pond through two large diameter pipes in order that the two basins act as a single wet detention pond.
The wet pond will outfall into an unnamed ditch on the southwest side of the subject property. The
unnamed ditch is a tributary to Beaverdam Creek, which outfalls into Wallace Creek.
The existing and proposed drainage systems have been evaluated for peak flow rates using [CPR software.
ICPR utilizes SCS curve number methods of generating hydrographs. Rational Method (Q=CIA),
Manning's Equation, and StormCAD software have been used in the design of the proposed stormwater
system.
PI 160 Camp Lcymne Physical Fitness Center June 2010
KHA Job tt 148136002

Figure 2

%?g � / \ �., � LEGEND
so • ••o L ( �' APPROXIMATE
•
�� • •� � �' 0 SITE BOUNDARY
a sold
' I
�0
1-01
y - D� K
e � 'M(C)
a(C) �( - `v t1j
- ( )
A(c) une �� OT n
;Foul .�� • ,1i1•S N ,•' \ , ;�1�"� ,`�•.
E L L
IL
A Y r� z . s % 10
c. z5
Foul ( ` �`�54 ' �I •tt
Butt (M1� . ►.� / 1 `�•
rs -.
_ P1180 PHYSICAL FITNESS CENTER
CAMP LEJEUNE N FIGURE 1
_ ONSLOW COUNTY, NC A
SITE VICINITY
Kimley-Horn DATASOURCE: ERSI TOPOGRAPHIC MAPS TOPOGRAPHIC MAP
and Associates, Inc. 1 INCH = 1,500 FEET

Southport Real Estate .core / v / For DENRZe�Errfreer
e Ho
me MLS Search Cortmow unitles Foreclosures Account Loain Noune Town Conta er L
�y North Carolina Department of Environment and
i•���r s nmii'
Natural Resources
NC®ENR Request for Express Permit Review Time:
Confirm: CD ' 2 "f
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF rile) and vicinity man (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(Dncmail.net
• Fayetteville or Raleigh Region -David Lee 919-7914203; daviddeecDncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 oryatrick.grogan(c0cmail.net
• Washington Region -Lyn Hardison 252-946.9215 or lvn.hardison(Dncmail.net
• Wilmington Region -Janet Russell 910-350.2004 orianetrusselK&Wmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
sw
SW
SW
SW
SW
AAA-L=-tk-nv
Project Name: Pi160 CAMP LEJEUNE PHYSICAL FITNESS CENTER County:ONSLOW
Applicant: CARL BAKER, PUBLIC WORKS OFFICE Company: US MCB CAMP LEJEUNE ,
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542 r
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:LATITUDE: 34' 40' 37" LONGITUDE: -77' 20' 33"
Project Drains into TIDAL waters —Water classification SB (for classification see-htti):/lh2o.enr.state.nc.us/bims/reports/rewo sWB.html)
'Project Located in WHITE OAK River Basin. Is projectdraining to class ORW waters? N , within'/2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: THOMAS SALAD Company: KIMLEY HORN AND ASSOCIATES, INC.
Address: 501 INDEPENDENCE PARKWAY SUITE 300 City: CHESAPEAKE, State: VIRGINIA Zip: 23320-5159
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SLOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
\
,,__kECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
ElIntermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
® 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance El Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site (SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 4 # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor El Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
_ ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality) ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
— PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ® Yes ❑ No 404 Application in Process w/ US ACOE: ® Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
«rrr««r««rrrrrr«rrrrr«««rrrrarrraraaa araaararaaraaraaa♦*For DENR use only*****************«"**"""cirri rrrrrrrrr rrrrrrr rrr rr rrrrrrrrrr
Fee Solit for multiole permits:(Check # 1 Total Fee Amount$
SUBMITTAL DATES
Fee
i
I SUBMITTAL DATES
Fee
LAMA
i
$
Variance( Mal; Min�$
SW ( HD, LD, Gen)
1
$
401:
$
LOS
I
S
Stream Deter,_
$
NCDENR EXPRESS March 2009
71 � 1V-
JUN 2 2 2010

U.S. ARM Y CORPS OF ENGINEERS
WILrtiIINGTON DISI R-ICT
Action lit. 2007 3406 067 Countv: Onsim U.S.G.:S. Quad: Wallace Creck
NOTIFICATION OF J'U12ISDICTIONAL DETERNIIN T.10N
Property Owner:
Address:
property description:
SiZ C (acres)
Nearest Walerwav
USGS HUC
Location descrintir
USMC--Camp Leieune
arm: ?Martin Korenek.
PSC 20004
Camp Lejcunc NC 28542
720
Wallace Creek
Indicate Which of the Following Annly:
A. ,Preliminary Determination
Agent: Geo-binrine Inc.
alto: Ur. Joe Campo
2713 Magruder BlvQ
Hampton. VA 23666-1572
Nearest Town Jacksonville
River Basin White Oak
Coordinates N 34.6825 W 77.3489
Based on prelhninary information, there may be wetlands on the above described property. We strongly suggest you have
This property inspected to determine the extent of Department of the Anny (DA) jurisdiction. 'l'o be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331 ).
13. Approved Determination
_ There are Navigable Waters ofthe United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act mid Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
,\-', There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act (CWA)(33 USC § 1344). Unless there is it change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to die si-rc of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely mnnncr. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in rite law or our published regulations, may be relied upon for a period not to exceed
live year,,;.
X 11ne wetlands have been delineated and surveyed and are accurately depicted of the plat signed by the Corps
Regulatory Official identified below on 10/2212007. Unless there is a change in the law or our published regulations, this
"determination may be relied upon fkrr it period not to exceed five years from the date of this notification.
'there are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 13,14). Unless there is a change in the law or our
bii pushed regulations, this determination may be relied upon for a period not to exceed five years from the .date of this
notification.
JUN 2 2 2010

BORING LOCATION PLAN
PROJECT: P-1160 Physical Fitness Center SCALE: As Drawn
MCB Cmap Lejeune, North Carolina
DATE: 6/11/2010
PROJECT NO: JX10-103G PLOT BY: gh
CLIENT: Suffolk Construction Company, Inc.

X The propgtiy is located in one of the 20 Coastal Counties subject uo regulation under the Coastal Area Management Act
(CAMIA). You should contact the Division of Coastal Management in Morehead City, NC at 252-808-2,908 to determine
their requirements.
Placement of dredged or fill material within waters of the l:S author wedands without a Department of the Army permit may
constitute a violation. of Section 301 of the Clean Water Act (33 USC $ 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Brad Shaver at 910-251-4611.
C. Basis ForDeternlination e„
D. Rernarks
'rhe site cvas Pelt) verified on 5/312007.
** The maps have been returned to the Surveyor for distribution.
F. Appeals Information (This information applies only to approved jurisdictional deterninmions as indicated in
B. above)
This correspondence constitutes an approved jurisdictional detennhtation for the above described site. if you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process.(NAP) fact sheet and request for appeal (RFA) form. if you request to appeal this
determination you must submit a completed RFA form to the South Atlantic Division, Division Office at the Following
address:
Mr. Michael P. Bell, Administrative Appeal Review Officer
CESAD-Is'r•CO-R
U.S. Army Corps of k?ngioceis, South Atlantic Division
60 Forsyth Street, Room 9M15
Atlanta, Georgia 30303-8901
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFk part 331.5, and that it has been received by the Division Office within 60 clays of the date of the NAP.
Should you decide to submit an RFA fomt, it must be received at the above address by 12/22/2 07.
**It is not necessary to submit an RFA form to the Division Office if Von do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Dare 10122/20 7 Expiration pate 10/22/2012
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continne to
do so, please complete the attached customer Satisfaction Survey or visit
ham://w n saw.usace.atmv.mil WG'1T,ANUSIin echtml to complete the survey online.
Copy furnished:
Charles F. Riggs d3. Associates arm: Charles Riggs P.O. Box 1,570 Jacksonville, NTC 29541
JUN 2 2 2010

- HOMES -
Foreclosure
Short Sale
Owner Fimrrirg
To 100K
101 K to 150K
151K to 200K
201K to 300K
301 K to 500K
501K to 1Mil
1 Miland Ug
Waterfront
Watermew
Condo
T_ownhome
-LOTS -
Foreclosure
Short Sale
Owner Financing
To 50K
51 K to 100K
101 K to 200K
200K to 500K
501 K and uy1
Waterfront
Watemew
-COMM-
Commercial
Buildingg
Acme

P1160 Camp Leieune Physical Fitness Center
1. Background
This report contains the approach for a stormwater impact analysis conducted for the proposed P1160
Physical Fitness Center development. The project site is located at Marine Corps Base (MCB) Camp
Lejeune in Onslow County, North Carolina. The project site is on approximately 25 acres. The proposed
development is bound by Birch Street to the south as shown in Figure I and Figure 2. .The proposed
project includes the development of a physical fitness center as shown in the attached plans, Appendix A.
IL Existing Conditions
The proposed project site is currently an undeveloped, wooded area. There is an existing sidewalk, running
parallel to Birch Street through the project site. A review of the topographic survey shows grades on the
site ranging from approximately elevation 5 to elevation 20. A geotechnical investigation was completed in
June 2010. The results of the geotechnical investigation have been submitted with this package as
Appendix B.
111. Wetlands and Waters of the United States
A wetland delineation of the proposed project area was completed by the United States Army Corps of
Engineers on October 22, 2007. The Notification of Jurisdictional Determination is attached as Appendix
C. No permanent impacts to wetlands are proposed for this project. Temporary impacts to wetlands
associated with the installation of underground utilities, will be minimized and/or avoided through
directional drilling. There are no Waters of the Unites States on the proposed project site.
IV. Proposed Development
The proposed project includes the development of one Department of Defense Physical Fitness Center. The
P1160 Camp Lejeune Physical Fitness Center includes the construction of one fitness center building, two
associated parking lots, a recreation trail, and a turf field. The proposed project is on 25.03 acres. The
post -development impervious area of the proposed development has been calculated to be approximately
4.99 acres or 19.95%.
The following Best Management Practices will be included in the proposed development to act as
stormwater controls: pervious pavements, four bioretention cells, and one wet detention pond with sediment
forebay.
V. Stormwater Analysis
Onslow County is a coastal county located within the White Oak River Basin. Thus, stormwater
management measures have been designed in accordance with the Coastal Stormwater Rules Session Law
2008-21 L The proposed project area drains to the Beaverdam Creek, Index Number: 19-20-1. According
to North Carolina Department of Environment and Natural Resources (NCDENR) Division of Water
Quality the proposed project drains to SB waters. The build upon area is less than 24%, but stormwater
structural controls are proposed; therefore, the project is considered High -Density.
Pl 160 Camp Lejeune Physical Fitness Center p �O'O June 2010
KHA Job # 148136002 'I J U N 2 F

Per the stormwater quality requirements, the first 1.5" of rain must be stored, controlled, and treated for
85% to 90% of the Total Suspended Solids (TSS). If wet ponds are used as a Best Management Practice
(BMP) the temporary pool must drawdown between 48 and 120 hours. Per the stormwater quantity
requirements, the storage volume must be discharged at a rate equal to or less than the pre -development
discharge rate for the 1-year 24-hour storm. Additionally, discharge directed to flow through wetlands
must do so at a non -erosive velocity. The calculations and supplemental forms submitted with this
narrative demonstrate that the proposed project will meet all requirements of the Coastal Stormwater Rules
Session Law 2008-211.
VI. Design Procedure
The limits of the study area were established by determining the areas contributing runoff to the site using
available topographic information. The topographic map and wetland delineation illustrate that the entire
site drains west or northwest towards Beaverdam Creek. According to Table 3-4 in the North Carolina
Department of Environment and Natural Resources (NCDENR) Stormwater BMP Manual, the near
surface soils in Onslow County are classified as Hydrologic Group B.
Structural measures will be required for conveying and controlling increases in stormwater runoff directly
related to the increase in impervious area due to the PI 160 Physical Fitness Center development. Increases
in impervious area have been minimized through use of four types of pervious pavement, utilized in parking
areas,'drive isles, and walkways. Additionally, these pervious pavements provide storage and treatment for
a certain portion of runoff from rainfall events. Runoff that is not stored in the previous pavements will be
directed to either a bioretention cell or the wet detention basin. Four bioretention cells are proposed along
the perimeter of the fitness center building. Because storage potential is limited in these bioretention cells,
each one will have an overflow weir that will direct flow to the forebay of the wet detention basin. The
forebay of the wet detention basin will receive water from the following sources: drainage inlets in the
parking areas and drive isles, bioretention overflow weirs, and sheet flow. The forebay is connected to the
wet pond through two large diameter pipes in order that the two basins act as a single wet detention pond.
The wet pond will outfall into an unnamed ditch on the southwest side of the subject property. The
unnamed ditch is a tributary to Beaverdam Creek, which outfalls into Wallace Creek.
The existing and proposed drainage systems have been evaluated for peak flow rates using ICPR software.
ICPR utilizes SCS curve number methods of generating hydrographs. . Rational Method (Q=CIA),
Manning's Equation, and StormCAD software have been used in the design of the proposed stormwater
system.
P1160 Camp Lejeune Physical Fitness Center
KHA Job # 148136002
<.J '171V1L"'0
JUN 2 2 2010
June 2010

xae ^'•;�//�^1� LEGEND
Q APPROXIMATE
SITE BOUNDARY
/ t ' `O ��
Qo
24
N ;
'N
ELr
Piei
BAY a s�� ( vh�
rhea
M
r
y
0
I_ --
P1160 PHYSICAL FITNESS CENTER
CAMP LEJEUNE
ONSLOW COUNTY, NC
N
FIGURE 1
SITE VICINITY
Kimley-Horn
and Associates, Inc.
DATA SOURCE: ERSI TOPOGRAPHIC MAPS
1 INCH = 1,500 FEET
n
,/�\`
TOPOGRAPHIC MAP

H�

FIGURES
— Figure I: ESRI U.S. Topographic Map, Vicinity Map of Subject Property
Figure 2: ESRI World Imagery, Aerial Photograph of Subject Property
APPENDICES
Appendix A: Proposed Site Layout, Kimley-l-lorn and Associates
Appendix B: Gcotcchnical Report, GET Solutions, Inc.
Appendix C: Notification of Jurisdictional Determination, U.S. Army Corps of Engineers
PI 160 Comp Lejreune Physical Fitnm Center
KHA Job N 148136002
ION w 2010
June2010

Report of Subsurface Investigation and Geotechnical Engineering Services
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
EXECUTIVE SUMMARY
June 16, 2010
The project site is located on the north side of Birch Street within the MCB Camp
LeJeune military installation in North Carolina. The construction at this site is planned
to consist of building a 2-story Physical Fitness Center building of steel frame and load
bearing CMU wall design supported on shallow foundations. At this time the conceptual
site plans indicate that the building will have a footprint area of about 69,000 to 70,000
square feet. The construction at this site is also planned to consist of paved driveways
and parking areas, underground utilities and other associated infrastructure
components.
Our field exploration program included five (5) 30-foot deep Standard Penetration Test
(SPT) borings, drilled by G E T Solutions, Inc. within the footprint of the proposed
structures. Additionally, four (4) 10-foot deep Standard Penetration Test (SPT) borings
were drilled within the proposed pavement areas along with CBR testing. A brief
description of the natural subsurface soil conditions is tabulated below:
RANGES OF
AVERAGE
STRATUM
DESCRIPTION
SPT() N-
DEPTH (Feet)
VALUES
Borings: B-1 through B-5,.and P-1 through P-4
0
to
1 to 4 inches of TOPSOIL
0.08 — 0.33
0.08 — 0.33
SAND
SAND (SM) with varying amounts of silt and clay;
4 to 10
to
I
SILT (ML) encountered at Boring P-4 only
SILT
2
5
2.0
CLAY (CL) with varying amounts of sand and silt.
to
O10
II
The soils within this stratum extended to the boring
5 to 16
8
termination depth at Borings P-1 and P-2. This soil
stratum was not encountered at Boring P-4.
8-10
SAND (SP-SM, SM) with varying amounts of silt
to
III
and clay. The soils within this stratum extended to
5 to 39
10 to 30
the boring termination depth at Borings B-1,
through B-5, P-3 and P-4
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
At the time of our field drilling activities, the groundwater level was recorded at the
boring locations at depths ranging from 11.5 to 13 feet below existing site grade
elevations. These groundwater levels correspond to elevations ranging from about 5.5
to 6 feet (MSL).
The following evaluations and recommendations were developed based on our field
exploration and laboratory -testing program:
GET
JUN 2 2 2010
'�Y:

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
• Field testing program during construction to include, subgrade proofrolling,
compaction testing, and foundation excavation observations for bearing capacity
verification. All other applicable testing, inspections, and evaluations should be
performed as indicated in the North Carolina State Building Code (2006
International Building Code with North Carolina Amendments).
An estimated cut depth of about 6 inches will be required to remove the topsoil
and associated root mat from within the construction areas.
• Some subgrade improvements should be anticipated within the construction
areas (undercutting and backfilling with select fill) as a result of potentially
soft/loose subgrade soils containing appreciable amounts of fines (silt and clay).
• Expansion index testing completed on the shallow subsurface clays at the project
site revealed a very low to low expansion portential.
• Shallow foundations designed using a net allowable bearing capacity of 2,000 psf
(24-inch embedment, 24-inch width).
• Estimated post -construction total and differential settlements up to 1-inch and
inch, respectively.
• The foundations should also be designed with the use of top and bottom
reinforcing steel for added rigidity and to increase the foundation performance
with respect to settlement.
• Concrete Masonry Unit wall construction should be designed to contain
construction joints at on -center distances not exceeding 25 feet. These joints will
provide for more flexible wall members that are less likely to crack as a result of
settlement.
• It is noted that, in accordance with the NC Building Code; Chapter 16, this site is
classified as a site Class D, based on which seismic designs should be
incorporated. This recommendation is based on the data obtained from the
completed SPT borings as well as our experience with shear wave velocity
testing performed on projects within the vicinity of the site.
• Pavement sections to be designed using a CBR value of about 7.2, typical
pavement sections are provided in the body of the report.
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.
ii JUN 2 2 2010 GET

Report of Subsurface Investigation and Geotechnical Engineering Services June 16, 2010
P-1160 Physical Fitness Center
MCB, Camp LeJeune, North Carolina
GET Project No: JX10-103G
Where excessively unstable subgrade soils are observed during proofrolling and/or fill
placement, it is expected that these weak areas can be stabilized by means of thickening
the base course layer by 2 to 4 inches and/or lining the subgrade with geotextile fabric
(Mirafi HP270 or equivalent). These alternates are to be addressed by the Geotechnical
Engineer during construction, if necessary, who will recommend the most economical
approach at the time.
4.11 Soil Permeability
At the time of our subsurface exploration procedures, the proposed storm water
management pond area had not been determined. Therefore, this testing was not
performed. Soil permeability testing can be performed once the stormwater pond areas
have been determined. The results of this testing can be provided as an addendum to this
report.
5.0 CONSTRUCTION CONSIDERATIONS /J
5.1 Drainage and Groundwater Concerns _/a�Q �/
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
may require well pointing.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
If water collects in foundation excavations —it will-t a necessary-to-remove_water_from the
excavations, remove saturated soils, and re -test the adequacy of the bearing surface soils
to support the design bearing pressure prior to concrete placement. ,
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placements to verify the suitability of the bearing soils. If unstable bearing
soils are encountered during installation some form of stabilization may be required to
provide suitable bedding. This stabilization is typically accomplished by providing additional
bedding materials (NCDOT No. 57 stone). In addition, depending on the depth of the utility
trench excavation, some means of dewatering may be required to facilitate the utility
installation and associated backfilling.
All utility excavations should be backfilled with structural fill, as described in Section 4.3 of
this report.
- _ f�
13 JUN 2 2 2010 GEC'

Russell, Janet
From:
[e-mail]
Sent:
Tuesday, June 22, 2010 8:44 AM
To:
Russell, Janet
Cc:
[e-mail]; [e-mail]; [e-mail]
Subject:
Request for Express Stormwater Permit Review: Camp Lejeune P 1160 Physical Fitness
Center
Attachments:
Express Request_Stormwater Permit -Camp Lejeune P1160 Physical Fitness Center.pdf
Hi Janet,
Please find attached the Request for Express Stormwaler Permit Review for Camp Lejeune P1160 Physical Fitness Center. If you have trouble
receiving or downloading the file due to its size (it is 5 MB), please let me know and I will create an ftp site. I would also like to the schedule a
scoping meeting so that we can further discuss this project. I have coordinated with David Towler and our schedule is as follows: for the next 3
weeks we are available Monday -Friday excepf,6)22-6129, 6130, 712, 715, and Tuesdays from 12'00 noon -COB
Please let me know if you have any questions or comments. I look forward to hearing from you.
Thanks Janet!
Rachel A. Oberle, EIT
Kimley-Horn and Associates, Inc. I Hampton Roads Office
501 Independence Parkway I Suite 300 1 Chesapeake, VA 23320
(p) 757-548-7324 (f) 757-548-7301 (a) Rachel.Oberle a()..Kimley-Horn.com
AHelp reduce paper waste. Please print only if necessary.

Kimley-Horn
and Associates, Inc.
June 22, 2010
Janet Russell
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Express Request for Stormwater Permit Application
LP1160 Physical Fitness Center
Camp Lejeune, North Carolina
Dear Janet Russell:
501 Independence Parkway
Suite 300
Chesapeake, Virginia
23320
TEL 757,548.7300
FAX [phone]
Please find attached the Express Request for Stormwater Permit Application for LP 1160
Physical Fitness Center development. Required supplementary information has been attached
as figures and appendices.
If you have any questions or require additional information, please contact me at (757)548-
7324 or email me at Rachel.Oberle(@,Kimley-Horn.com.
Sincerely,
Kimley-Horn and Associates, Inc.
Rachel Oberle, EIT
Environmental Scientist
Enclosures: Express Request for Stormwater Permit Application
Stormwater Narrative with Figures and Appendices
cc: Roby DeReuil, Suffolk Construction Company, Inc.
r�uIi
VE
JUN 2 2 2010
I^Y_

Russell, Janet
From: [e-mail]
Sent: Thursday, June 24, 2010 11:09 AM
To: Russell, Janet
Cc: [e-mail]
Subject: RE: P1160 Physical Fitness Center
Hi Janet,
No, we will not need to meeting with Joanne Steenhuis. I look forward to meeting with you and Christine on Thursday July 1 at 11:00
am.
Thank you!
Rachel A. Oberle, EIT
Kimley-Horn and Associates, Inc. I Hampton Roads Office
501 Independence Parkway I Suite 300 1 Chesapeake, VA 23320
(p) 757-548-7324 (I) 757-548-7301 (e) Rachel.Oberle(o)Kimley-Horn.com
AHelp reduce paper waste. Please print only if necessary.
From: Russell, Janet[mailto:[e-mail]]
Sent: Thursday, June 24, 2010 9:03 AM
To: Oberle (Watts), Rachel
Cc: Towler CIV David W
Subject: P1160 Physical Fitness Center
Hello Rachel:
The Express Stormwater meeting has been scheduled with Christine Nelson on Thursday. July 1 at 11:00. If you would
also like to have the 401 wetlands person. (Joanne Steenhuis) at the meeting, we will need to move the meeting time up
to 2:00 PM on the 1". Let me know ASAP so that we can confirm the meeting time and date.
We're looking forward to seeing you again and working with you.
Janet
Janet M. Russell
Express Coordinator
910 796-7421
Email correspondence to and from this address is subject to Public Records Law and may be disclosed to third parties.

Nelson, Christine
From: [e-mail]
Sent: Monday, June 06, 2011 4:15 PM
To: Nelson, Christine
Subject: RE: Solar Panels
Attachments: Example PV Carport Design.pdf
Yes, exactly. I got pretty much the same drawings from the base as Cape Fear did (See Attached). OK, I will plan on at
least doing a plan revision demonstrating where they will be placed. From everything I am seeing conceptually, there
will not be any expansion or modification to the previously permitted parking lot.
Effective Friday May 13, my new telephone will be:
Tom Sauro
Kimley-Horn and Associates, Inc.
Dir: 757-355-6640
Cell: 757-343-3307
From: Nelson, Christine[mailto:christine.nelson(cbncdenr.govl
Sent: Monday, June 06, 2011 4:05 PM
To: Sauro, Tom
Subject: Solar Panels
Tom,
I've attached the e-mail train I alluded to before. At the end are some diagrams of the solar panels that apply to this
decision. Are they the same kind that you are proposing?
You will likely need to at least do a plan revision to that permit to demonstrate the change in material. (plan revisions
are free in the regular program and $500 in Express) The two projects I permitted with these, actually required
modifications because of slight increases in the parking area to allow for the large supports.
Christine
Christine Nelson
Environmental Engineer
NC DWQ - Stormwater Program
Wilmington Regional Office
910-796-7323
E-moil correspondence to and from this address may be subject to the North
Carolina public Records Law and nay be disclosed to third parties.

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time:
Project Name: LP1160 Camp Leieune Birch Street Physical Fitness Center
County: Onslow County
Street Address: Birch Street
Directions from the nearest intersection of two major roads: From the
intersection of Holcomb Blvd and Birch Street, drive northwest on Birch Street
r;
approximately half a mile. The proposed site will be to the north (on your right).
>1 acre being disturbed? ®YES ❑NO CAMA Major required? DYES ®NO
Consultant Name: Thomas Sauro Phone: [phone]
Consultant Firm Name: Kimley-Horn and Associates
Bore Number
P1
S2
P3
S5
S6
S7
S8
a Existing Ground Elevation
17
20
20
17
18
20
18
b Proposed Bottom Elevation
t6
19.5
19.3
14
15
15
13
c Difference a minus b
1
0.5
0.7
3
3
5
5
d Add 2 ft. Min. Bore Depth)
3
2.5
2.7
5
5
7
7
e Hardpan Depth?
N/A
N/A
N/A
N/A
N/A
N/A
N/A
f Approx. Elev. Of SHWT
11
11
8
9
11
9
Max. lowest bottom elev.
15
18.5
18.3
13
14
14
12
h Infiltration Rate OK? *
i Confirmation of SHWT
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
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report: This has been provided to you through Christine Nelson.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.

Bore Number
S9
S10
S13*
S14*
a Existing Ground Elevation
20
20
19
16
b Proposed Bottom Elevation
16
15
3
3
c Difference a minus b
4
5
N/A
N/A
d Add 2 ft. Min. Bore Depth)
6
7
N/A
N/A
e Hardpan Depth?
N/A
N/A
N/A
N/A
f Approx. Elev. Of SHWT
11
11
de
Max. lowest bottom elev.
15
14
2
2
h Infiltration Rate OK? *
N/A
NIA
i Confirmation of SHWT
*Please note that an infiltration rate confirmation is not needed for S13 and S14. These two
borings are the future locations of wet detention ponds.
"Complete Soils Report has been provided to Christine Nelson with NCDENR.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

ai • X2F --/���_�. J_ LEGEND
.•O oo .•• ^ • (� ^. APPROXIMATE
0 "Z�> .i •P't O SITE BOUNDARY
�� , � . � _ p ice• �^- is
� J
\., •.•: _ r� �/ sin • • ao"_
U ••• 0)
Piles
�• _ a ao `' �.� III T�
0
SOH
*Foul
Piei
LL - .y►- sM L
AY z a-���Z • s� J
Olt
-Pout
®
P1160 PHYSICAL FITNESS CENTER
CAMP LEJEUNE
®
ONSLOW COUNTY, NC
Kimley-Horn
and Associates, Inc.
DATA SOURCE: ERSI TOPOGRAPHIC MAPS
1 INCH = 1,500 FEET
N FIGURE 1
ASITE VICINITY
TOPOGRAPHIC MAP

I
b a 5 tl�
�:\ DATE:-MAY-19, 2010
3 4 5

f
�yclrm� wc„
GRAPHIC SCALE IN FEET
0 5(1 M 300 a =
1.
Ell ­l
IR
\ / \\ meuK uasona F'*ra vrr.rxs .a.ar +rcrr.r. •... rc•rc.snwor,z .ec o- &
TFe r ON /nort.rre r.wx ra wru•m• •. ♦ua s.ugr rrc e.nrns E
1
IN
a
\ \ NAMAC
AND LN,�
I �
\ \ o
0^•HN� +f A+aaxecrc
�
\I \ `, S
` --- \xxxxx
\ .xx.
\\1 111 \ \ \ w z §� V
\\\I\1wl \: `T'N ear�xoa Yae W
vs W z
WX
LEIZ
50
W LL
= O
LLJ
w J J
_. LL O
a CL
/
ar NMN/11_
ro:
—1
1
1�N9$
� � wx•r. v..w.ro

Title: Conduit FlexTable: VOOT Report (CLPFC (trail).stc)
Label -Node----
--Diameter-- Lengtfi" Invert . -Invert —Sj—ope7-77VJoci
._*Upstream "Upstream-" Upstream -:(System
system-' pstream ystlem,,
iUpstream--..System
Capaciy-»
Cover :,,r.
Hydraulic 4 Elevatio
wpsftearm
(in (ft) P (Down)
__XU
InIetArea.
(ft/ft), .(Average),;; Inlet,C. ;MCA CA
:Flow -Time
Intensity Inlet TcAdditional
Rationa
(D esign)
(Start)
Ge Lme­ -
rad
Ground
Downstream
ft
(ft/s) (acres) (acres). acre .
(mjh)� '(min) -(min)
, , J :low
I Flow
(1`04s)
(ft)
(In)
I
.(Start)
�1
'M
�ff,3/5)
ft3/S)
(ft)
ID-2
144. t I
I-E
I
Title Camp Lejeune Fitness Center
CLPFC (trail).stc
9/212010
Feasted Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
___1 ' P,oje= Engineer: Jimmy Lavin
Bentley Storm CAD V8i (SELECTseries 2)
(08.11.02.351
Page 2 of 2

Title: Conduit FlexTable: VDOT Report (CLPFC (trail).stc)
�
Label :. -Node-.-,,, :Diameter a_ ,Length _-Invert Invert. Slope °_ -Velocity --Upstream.;. Upstream Upstream =System' System' Upstream` - System>Upstream =: System , Capacity Cover Hydraulic - E.G on
. _Upstream -.(in) _, (ft)' -(Up) (Down).- (ft/ft) (Average)" .Inlet Area :InletC :`CA� 'CA- Intensity; Inlet Tc 'Flow:Time :.. Addidonal -Rational -'-(Design) (Start) .Grade tine. 6r,,nd
_ Downstream _ (k)_ -_ (k) - (ft/s) -(acres) _ `(acres) (acres) (in `. (min) (min) - Flow .Flow (ft3/s) (It) _ ;'-.(In) (Start)'
' -- - �(ft3Js) .'(ft3/s)'.
x
Y0.062
P-70
C-8
15.0
29.0
15.50
15.21
0.010
3.25
0.070
0.890
0.062
9.140
5.000
5.000
0.00
0.57
6.46
2.75
15.80
19.50
C-7
29.0
P-71
C-7
15.0
60.5
14.21
13.60
0.010
3.99
0.070
0.890
0.125
0.125
9.086
5.000
5.149
0.00
1.14
6.51
4.04
14.63
19.50
C-6
60.5
P-72
C-6
15.0
83.4
12.60
11.77
0.010
3.96
(N/A)
(N/A)
0.125
0.125
8.994
0.000
5.399
0.00
1.13
6.46
6.35
13.02
20.20
C-1
83.4
P-73
C-1
24.0
81.1
S.51
5.75
-0.003
2.38
0.570
0.890
1.128
1.128
6.580
10.000
13.172
0.00
7.48
-12.31
11.59
11.52
19.10
C-2
81.1
P-75
B-2
24.0
80.8
7.08
6.84
0.003
4.35
0.560
0.890
2.086
2.086
6.500
10.000
13.521
0.00
13.67
12.31
10.02
13.08
19.10
B-1
80.8
P-76
B-1
24.0
222.3
6.84
6.17
0.003
5.44
0.620
0.890
2.638
2.638
6.429
10.000
13.831
0.00
17.10
12.43
10.26
12.55
19.10
8-0
222.3
P-77
C-4
18.0
50.3
8.S0
8.00
0.010
2.32
1.010
0.550
0.555
0.555
7.310
10.000
10.000
0.00
4.09
10.50
2.50
11.75
12.S0
C-3
50.3
P-78
C-3
24.0
192.1
6.33
5.75
0.003
1.41
(N/A)
(N/A)
0.621
0.621
7.101
0.000
10.909
0.00
4.44
12.43
4.17
11.62
12.50
C-2
192.1
P-79
B-4
15.0
40.8
11.S0
10.89
0.01S
1.13
0.320
0.590
0.189
0.189
7.310
10.000
10.000
0.00
1.39
7.88
2.75
13.31
15.50
B-3
40.8
P-80
B-3
15.0
185.6
9.87
7.08
0.015
1.11
(N/A)
(N/A)
0.189
0.189
7.171
0.000
10.603
0.00
1.36
7.91
4.38
13.28
15.50
B-2
185.6
P-81
B-9
15.0
63.7
11.50
11.18
0.005
1.74
0.340
0.850
0.289
0.289
7.310
10.000
10.000
0.00
2.13
4.57
2.75
14.05
15.50
B-8
63.7
P-82
B-8
18.0
219.8
11.18
10.08
0.005
2.35
0.320
0.890
0.574
0.574
7.169
10.000
10.615
0.00
4.1S
7.43
2.82
13.94
15.50
B-7
219.8
P-83
B-7
24.0
70.0
10.08
9.73
0.005
2.49
0.900
0.630
1.141
1.141
6.809
10.000
12.177
0.00
7.83
16.00
4.92
13.56
17.00
B-5
70.0
P-84
B-5
24.0
158.2
7.55
7.08
0.003
3.01
(N/A)
(N/A)
1.399
1.399
6.702
0.000
12.646
0.00
9.45
12.34
8.25
13.47
17.80
B-2
158.2
P-85
B-6
15.0
84.1
13.50
12.66
0.010
4.58
0.410
0.630
0.258
0.258
7.310
10.000
10.000
0.00
1.90
6.46
2.75
14.05
17.50
B-5
84.1
P-86
A-5
1S.0
71.5
12.60
12.24
0.005
3.33
0.370
0.550
0.204
0.204
7.310
10.000
10.000
0.00
1.50
4.57
2.25
13.10
16.10
A-4
71.5
P-87
A-4
15.0
164.5
12.21
11.42
0.005
4.96
0.320
0.780
0.453
0.4S3
7.227
10.000
10.360
0.00
3.30
5.92
3.81
12.97
17.30
A-2
164.5
P-94
C-1
30.0
146.9
5.51
5.07
0.003
2.35
0.610
0.860
1.777
1.777
6.450
10.000
13.739
0.00
11.55
22.44
11.09
11.40
19.10
C-0
146.9
P-95
A-3
15.0
113.7
11.99
11.42
0.005
2.29
0.210
0.260
0.055
0.055
7.310
10.000
10.000
0.00
0.40
4.57
3.26
12.65
16.50
A-2
113.7
P-99
D-5
15.0
100.2
13.00
11.50
0.015
3.11
0.160
0.260
0.042
0.042
7.310
10.000
10.000
0.00
0.31
7.91
2.25
13.21
16.50
D-4
100.2
P-100
D-4
15.0
162.8
11.50
9.06
0.015
8.19
0.820
0.740
0.648
0.648
7.187
10.000
10.535
0.00
4.70
10.27
3.75
12.38
16.50
D-1
162.8
P-101
D-1
18.0
91.9
9.06
7.68
0.015
8.13
(N/A)
(N/A)
1.483
1.483
7.111
0.000
10.867
0.00
10.63
12.86
7.04
10.31
17.60
D-0
91.9
P-102
D-2
15.0
36.3
11.78
11.02
0.020
7.95
0.560
0.630
0.83S
0.835
7.176
10.000
10.584
0.00
6.04
9.14
3.47
12.77
16.50
D-1
38.3
P-104
A-1
18.0
69.1
7.00
6.65
0.005
4.70
0.110
0.260
1.182
1.182
6.967
10.000
11.489
0.00
8.30
7.48
2.00
8.37
10.50
A-0
69.1
P-106
A-2
18.0
274.1
11.42
7.00
0.016
7.95
0.760
0.850
1.154
1.154
7.100
10.000
10.915
0.00
8.26
13.34
5.13
12.53
18.05
A-1
274.1
P-107
C-5
15.0
172.9
8.75
7.02
0.010
0.49
0.250
0.260
0.065
0.065
9.140
5.000
5.000
0.00
0.60
6.46
2.25
11.69
12.25
C-3
172.9
P-108
D-3
15.0
144.1
12.50
11.78
0.005
4.11
0.730
0.660
0.482
1 0.482
7.310
10.000
10.000
0.00
3.55
4.57
2.75
13.33
16.50
Title: Camp Lejeune Fitness Center _ _ __ _ _ _ Project Engineer: Jimmy Lavin
CLPFC (lrail).stc Haestad Methods Solution Center BenOey Storm CAD VBi (SEL[ 8.11 02.351
9122010 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2
SEP 0 7 2010

Title: Scenario: BMP #2
Title: Camp Lejeune Fitness Center Project Engineer: Jimmy Lavin
CLPFC (Vail).stc Haestad Methods Solution Center Bentley Storm CAD V6i (SEL1 06.11.ries 2 CTse02. 2
9/2/2010 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA t1-209-755-1666 Page 1 of 1
sEP 0 7 2010