SW8090714_HISTORICAL FILE_20090915

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 of Io- 'A
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2009 Og05
YYYYMMDD

North Carolina
Beverly Eaves Perdue
Governor
September 15, 2009
NCDENR
Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
Carl Baker, Deputy Public Works Officer for The Commanding Officer
Marine Corps Base, Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Stormwater Management Permit No. SW8 090714
Tactical Support VAN Pad, P- 619
High Density Sand Filter Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for Tactical
Support VAN Pad, P-619 on August 27, 2009 with additional information submitted on September 7, 2009.
Staff review of the plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 21-1.1000. We are
forwarding Permit No. SW8 090714, dated September 15, 2009, for the construction of the subject project.
This permit shall be effective from the date of issuance until September 15, 2019, 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 150E 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 please contact M.J. Naugle, or me at [phone].
Sincerely,
V6
' Ge ✓rgette/Scott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\090714 sep09
cc: C. Alan Bamforth, P.E.
Wilmington Regional Office
Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] \ Customer Service: 1-877-623-6748 North Carols na
Internet: www,nmaterquality.org a �n 1�N� //�
An Equal Opportunity l Affirmative Action Employer [.i/� l l "

State Stormwater Management Systems
Permit No. SW8 090714
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Marine Corps Base, Camp Lejeune
Tactical Support VAN Pad A-1, P-619
White Street at Douglas Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) sand filter in compliance with Session Law
2008-211 and the provisions of 15A NCAC 2H .1000 (hereafter collectively referred to as the
"stormwater rules') and the approved stormwater management plans and specifications and
other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this permit.
This permit shall be effective from the date of issuance until September 15, 2019 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 1.7 of this permit for 12,700 square feet of new built -upon area on
the VAN Pad # A-1. The existing area surrounding this Pad is not adding new BUA and
will not be treated and was constructed prior to 1988. Additional BUA requires approval
of permit modification prior to construction.
3. The application form, supplement forms, approved plans and specifications for this
project are incorporated by reference and are enforceable parts of the permit.
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.
The project shall maintain a 50 foot wide vegetated buffer measured horizontally from
the normal pool of impounded structures, the banks of rivers and streams and the mean
high water line of tidal waters.
All runoff being directed into wetlands shall flow into and through those wetlands at a
non -erosive velocity of 2 fps or less.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 090714
The following design elements have been approved for this sand filter stormwater
facility, and must be provided in the system at all times.
a.
b.
Drainage Area, square feet:
Total Impervious Surfaces, ft2:
Buildings, ft2:
Roads/Parking, ft2:
Other, ft2:
Offsite, ft2:
Design Storm, inches:
Sediment Chamber Depth, feet:
Sand Chamber Depth, feet:
Sediment Chamber Bottom Elev. fmsl:
Sand Chamber Bottom Elev., fmsl:
Sediment Chamber Surface Area, ft2:
Sand Chamber Surface Area, ft2:
Bypass Weir Elevation, fmsl:
Maximum Head on Filter, feet:
Permitted Storage Volume, W:
Orifice Diameter, inches:
Time to Draw Down, hours:
Seasonal High Water Table, FMSL:
Receiving Stream / River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
16,650 square feet
12,700
0
12,500
200
none
1.5
1.9
1.9
13.4
13.4
366
366
16.95
2
1207
6" fd
< 40 hours
12.5
UT to Southwest Creek / White Oak
19-17-(6.5)
"C;HQW;NSW"
No person or other legal entity shall alter the approved stormwater management system,
or fill in, alter, or pipe any drainage feature, including swales, shown on the approved
plans as part of the stormwater management system, unless and until the permittee
submits a modification to the permit and receives approval from the Division.
The permittee is responsible for verifying that the proposed built -upon area for the entire
project does not exceed the allowable built -upon area.
3. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
4. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
5. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. Infiltration systems should not be used as erosion
control devices, due to the potential clogging. If the stormwater system was used as an
Erosion Control device, it must be restored to design condition prior to operation as a
stormwater treatment device, and prior to occupancy of the facility.
6. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 090714
The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
The Director may determine that other revisions to the project should require a
modification to the permit.
9. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of filter media, bypass structures, orifice, catch
basins and piping.
g. Access to all components of the system must be available at all times.
10. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
11. Permanent seeding requirements for the stormwater control must follow the guidelines
established in the North Carolina Erosion and Sediment Control Planning and Design
Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any items not in
compliance must be repaired or replaced to design condition prior to the transfer.
Records of maintenance activities performed to date will be required.
13. This permit shall become void unless the facilities are constructed in accordance with
the conditions of this permit, the application, approved plans and specifications, and
other supporting data.
14. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick,
stone, slate, coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 090714
2. This permit is not transferable to any person or entity except after notice to and approval
by the Director. In the event there is either a desire for the facilities to change
ownership, or there is a name change of the Permittee, a completed and signed
"Name/Ownership Change Form" must be submitted to the Division of Water Quality,
accompanied by the appropriate documentation as listed on page 2 of the form. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
3. The permittee is responsible for compliance with all of the terms and conditions of this
permit until such time as the Director approves the transfer request. Neither the sale of
the project area in whole or in part, nor the conveyance of common area to a third party,
constitutes an approved permit transfer.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal), which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and re -issuance or termination does not
stay any permit condition.
Permittee grants permission to staff of the DWQ to access the property for the purposes
of inspecting the stormwater facilities during normal business hours.
The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
The permittee shall submit a permit renewal application and processing fee at least 180
days prior to the expiration date of this permit.
10. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
Permit issued this the fifteenth day of September 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
<�for Cbleen H� Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 090714
Tactical Support VAN Pad A-1, P-619 at Camp Lejeune
Stormwater Permit No. SW8 090714
Onslow County
Page 1 of 2
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 090714
Certification Requirements:
Page 2 of 2
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The sand filter elevations are per the approved plan.
6. The sand filter is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. For open sand filters, all slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided
12. Required draw down devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
David Towler, Camp Lejeune
Page 7 of 7

... . DWQ USE ONLY
Date Received
Fee Paid
Permit Number
cSq060
-
O CS
Applicable Rules: ❑ Coastal SW -1995 E�-Coastal SW - 2008 ❑ Ph II -Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stornuvater Management flan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources '�C�' �V
Division of Water Quality
09
STORMWATER MANAGEMENT PERMIT APPLICATIO FORM
��
This forut nay he photocopied for use as an original BY:
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.):
P619 Tactical Support VAN Pad
2. Location of Project (street address):
HANGAR AS518 at White Street/HANGAR AS 4106 at White Street and Douglas Road
City:Camp Lejemne County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
This project is at the intersection of White Street and Douglas Road
4. Latitude:34° 43' 23" N Longitude:77° 26' 59" W of the main entrance to the project.
it. 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
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 2.70 ac of Disturbed Area
❑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:
Form SWU-101 Version 07July2009
Page 1 of 6

Idl. CONTACT INFORMATION
I.a. Print Applicant / Signing Official's name and title (specifically the developer, proper orvne�ilglessee, �009
designated government official, individual, etc. who owns the project):
Applicant/Organm ization:Comandin Officer Marine Corns Base m CaLejeune BY:
SigningOfficial & TitleCarl I-l. Baker, P.E., Deputv Public Works Office
b.Contact information for person listed in item la above:
Street Address:Building 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:2S547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:carl.h.bakerOusmc.mit
State:
"Lip:
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the.lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: zi
Mailing Address (if applicable):
City: State: zi
Phone: ( ) Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:David Towler
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Bldg 1005, Civil Design Branch
City:Cannp Lejeune State:NC
Phone: (910 ) 451-3238 ext. 3254 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of Contact: Phone #:
Form SWU-101 Version 07July2009 Page 2 of 7

IV. PROJECT INFORMATION
AUG '72009
1. In the space provided below, briefly summarize how the stormwater runoff will be trea ed.
asphalt parking lot which drains to an adjacent stormwater basin. All of the new impervious area built upon
the predeveloped grassed area will be directed to a sand filter.
The existing site for the proposed Van Pad AS-2 at Hangar AS4106 is composed completely of an existing
asphalt parking area. No stormwater management is required since the impervious area has not increased
and the existing runoff patterns have not been changed.
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.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph I1- Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
cR"S
4. Total Property Area:.2 FT o. S 3 acres 5. Total Coastal Wetlands Area: acres
IU1,':Osr 6. Total Surface Water Area: acres
ca e
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area': O. 96 acres
Total project area shall be calculated to exclude the following the nornwl pool of itupounded structures, the area
between the banks of streams and rivers, the area beloro the Noruutl High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward firont the NHW (or MHIM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Notr-coastal wetlands Inndevard of the NHW (or MHW) line umy
be included in the total project area. C Q C
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 7 G
9. How many drainage areas does the project have?7 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
9A > VepM \T De -Ca -'r 07- "ems
Form SWU-101 Version 07July2009 Page 3 of 7

`Basin Information
Drainage Area 7
Drainage Area _
Drainage Area
Drainage Area
Receiving Stream Name
New River
Stream Class *
Q HQW;NSW
y yo
f(
Stream Index Number *
19-17-(6.5)
]
Total Drainage Area (so
16650
On -site Drainage Area (so
16650
!\ -' u-
Off-site Drainage Area (so
Proposed Impervious Area** (so
12700
% Impervious Area** (total)
76
Im ervious** Surface Area.
Drainage Area 1
Draina e Area _
Drainage Area
Drainage Area _
On -site Buildings/Lots (so
On -site Streets (so
On -site Parking (so
1250.0
On -site Sidewalks (so
Other on -site (so
200
Future (so
Off -site (sf)
Existing BUA*** (so
Total (so:
12700
Stream Class and Index Number call be determined nt: http://h2o.ertr.state.)ic.us/bints/reports/rel)ortsWB.lttml
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will rennin after development. Do not report ally existing BUA that
is to be removed and which will be replaced by nerd BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union Coumv: Contact DIVO Central Office staff to check if the project is located within a threatened &
Fnelangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fronihttp://h2o.enr.statencus/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at littp://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from littp://li2o.enr.state.nc.tis/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.enviielp.org/pages/oiiestoL)express.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
t^a6
N1A
r� 3
Form SWU-101 Version 07Ju1y2009 Page 4 of 7

- 5: A detailed narrative (one to two pages) describing the stormwater treatment/managementfor CA r3
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the ra ri
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations. can
8. Two sets of plans folded to 8.5" x 14 (sealed, signed, & dated), including: �� d
if. Development/Project name.
b. Engineer and firm. �•C�+,IV�i�
c. Location map with named streets and NCSR numbers.
d. Legend. 2009
AUG
e. North arrow. 2
f. Scale.
g. Revision number and dates. BY:
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NI-IW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SH WT elevations (Please identify C arS
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit far DWQ to aerifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A NI
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC t4 A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC.
Secretary of State, otherwise the application will be returned.
http: / / ww+e. secreta ry. sta te. nc. us / Corporations/ CSearcli.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
htto://1)2o.enr.state.nc.tis/su/bap forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
Form SWU-101 Version 07Julv2009 Page 5 of

'III. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth
Consulting Firm: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Mailing Address:2207I-Iampton Boulevard
Phone: (757 ) 627-7079
[e-mail]
State:VA Zip:23517
Fax: (757 ) 625-7434
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hype name ofperson listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hlpe name of person
listed in Contact Information, item la) with (print or hjpe name of organization listed in
Contact Information, item 1b) 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 he 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.
Signa
a Notary Public for the State of I County of
do hereby certify that personally appeared
before me this _ day of
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
RI
009�: xr
Form SWU-101 Version 07iuly2009 Page 6 of 7

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) Carl H. Baker
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 cov cants will U ecorded, and that the proposed project complies with the requ irements of the
applicable storn va er rules ur d r 15WCAC 2H .1000, SL 2006-246 (Ph. II -Post Construction) or SL 2005-211.
Date: jJ "o7Y
I, 4 lie e &IT01 L7ffC?i , a Notn Public foPe�S'taatte of , Comity of
OA61`0 t.J do hereby certify that ( � e_ V personally appeared
before me this day of c. T and acck inowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, Liu �aG�
AUCE A EONNM
► o" Pub20
Orditw County
✓auto of NOAh Comttho
CommlWon Oct 23. 2010
6190\E
My commission expires � ����/U
REC
AUG
BY:
Form SWU-101 Version 07July2009 - Page 7 of 7

TRANSMISSION VERIFICATION REPORT
TIME
: 09/15/2009 14:47
NAME
: NCDENR
FAX
: 9103502018
TEL
: 9107967215
DATE,TIME
09/15 14i42
FAX NO./NAME
917576257434
DURATION
00:04:32
PAGE(S)
15
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Departlm,ent of Environment and Natural Resources
Wilmington Regional Office
6eve! I?' Eenl S Perdue , Governor Dee Freeman, Secrete n'v
FAX COVER SJUEFT
Date: _ No. Pages {(:xcl, cover):
Express Permitting
;tr (i,L` t— From: SandraE.xunl
Phone (8101 7sF_7265✓
Fax: �. —1 Ll z>1 Fax: (41q 50-2004
Re:1
Hi+lY1..Cgls. to follow
127 C'nnimai I)1'iVC I::xtension. Wilmington, NC 28405 • [phone] o An [ignul Opponnnity Aft)emdii,'C Action Frilplovel'

TRANSMISSION VERIFICATION REPORT
TIME
: 09/15/2009 14:41
NAME
: NCDENR
FAX
: 9103502018
TEL
: 9107967215
DATE,TIME
09/15 14:37
FAX NO./NAME
919104512927
DURATION
00:04:35
PAGE(S)
15
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly F,avevc Perdue, Governor
Date.
To:
r
CO..
FAX:
Re:
FAX COVF,R SWIFT
Dee Freeman, Secretary
No. Pages (e\cl. cover):
Express Permitting
FFOinl Sandra EUM
S 67L �„gc t. s v Phone: L9j.0) 796-7265
F4)ILl o-nto i`oUow
1_7 Cordinai Drive HNIc lion. Wilmington. NC 28405 a [phone] o An ISqua1 OPPorlunitp APfirmalivc Action Ii.mploYcr

CIVIL CALCULATIONS
P619 TACTICAL SUPPORT VAN PADS
MCAS, NEW RIVER
JACKSONVILLE, NORTH CAROLINA
A/E Contract No. N40085-06-D-8000
EProjects Work Order No. 652786 (P619)
RECEIVED
S E P 0 S 2009
BY:
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
August 2009

4 1

P619 Tactical Support VAN Pads, MCAS, New River 09/09
Sand Filter Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Basis of Design: The VAN Pad project constructs two concrete tactical support VAN pads and
supporting facilities. Only one of the sites has existing grassed area below the proposed pad. In
this area a sand filter will be provided for both quality and quantity volumes. Quality volume
was determined using the runoff volume from the first inch and a half of rain. The quantity
design is based on the rational method using a ten year storm and Wilmington I-D-F curve. Any
runoff in excess of the design storm will run through grass to the existing ditch adjacent to the
sand filter.
Calculations have also been performed using the 1-year, 24- hour storm, Soil Group B. Time of
concentration was found using Seelye's Chart for overland flow and Kirpich Chart for ditch flow.
The BMP was sized using the Haestad Methods "PondPack" software. It is in conforniance with
North Carolina Division of Water Quality "Stormwater Best Management Practices Manual, July
2007".
Predevelopment:
Area — 0.38 acres
Impervious — 0.13 acres C = 0.95 For purposes of calculations, treat entire area
Grass — 0.25 acres C = 0.30 as grass.
Time of Concentration
Seelye's Chart for Overland Flow
L = 90 ft Slope = (18.1 — 16.1)/90 = 2.2% C = 0.30 Tc = 13 minutes
Total T, = 13 minutes ,
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 13 minutes I = 5.6 in/hr
Allowable Discharge — Use all Grass
Q (10-Year) = CAI = (0.30 x 0.38) x 5.6 = 0.64 cfs
Runoff Volume (1-yr, 24-hr storm)
q = 0.39 cfs
Page 1
s�P a a 2oa�
7

P619 Tactical Support VAN Pad, MCAS, New River 09/09
Sand Filter Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Postdevelopment:
Area — 0.38 acres
Impervious — 0.29 acres C = 0.95
Grass — 0.09 acres C = 0.30
Time of Concentration
Seelye's Chart for Overland Flow:
L = 105 ft Slope = (18.15 — 17.00)/] 05 = 1.1 % C = 0.95
T, = 4 minutes
Total T, = 5 minutes (minimum)
Temporary Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for One and a Half -Inch Storm
Over Site:
Site Area = 16,650 sf
Impervious = 12,700 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
1= Percent Impervious = 12700/16650 = 76%
Rv = 0.05 + 0.009(76) = 0.73 in/in
Design Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Design Volume = (1.5 in rainfall)/(] 2 in) x (0.73 in/in) x (0.38 acres) = 0.0346 ac-ft = 1510 cu-ft
Required Water Quality Volume = 0.75 x Design Volume = 0.75 x 1510 = 1 133 cu-ft
Minimum Sand Filter Bed Surface Area
- A = [WQV x df]/[k x t x (ha + do]
WQV = water quality volume, df = filter depth, k = sand permeability, t = draining time,
ha = average head
A = [1510 x 1.5]/[3.5 x 1.66 x (1 + 1.5)]
A = 156 sq. ft.
Area Provided = 366 sq ft
Page 2
sFP Gy 1U09

P619 Tactical Support VAN Pad, MCAS, New River 09/09
Sand Filter Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Minimum Sediment Basin Size
Area of Basin = 240 x Rv x A x Rainfall = 240 x 0.74 x 0.38 x 1 = 68 sq ft
Area Provided = 366 sq ft
Storage Volume
Maximum Head = (16.95 — 15.30) = 1.65 feet
Volume = Area of Filter + Area of Basin x Max Head = (366 + 366) X 1.65 - 1208 cu ft
Volume Provided in Sand Filter and Sediment Basin:
Storage Volume above Sand = 1244 eu-ft
Additional Volume in Filter and Basin = (1.68 x 122 x 3 x 0.40) + (1.68 x 122 x 3) = 861 cu ft
Total Storage Volume = 2105 eu ft
Runoff Volume (I-)r, 24-hr storm)
q = 0.91 cfs
Page 3
c F p 0 % '1009

P619'ractical Support VAN Pad, MCAS, New River
Sand Filter Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Summary of Results:
Required Area for Sand Filter = 156 sq. ft.
Area Provided = 366 sq. ft.
Required Area for Sediment Basin = 68 sq. ft.
Area Provided = 366 sq. ft.
Required Water Quality Volume = 0.75 x 1510 = 1133 cu. ft.
Volume Provided = 1208 cu. ft.
Required.Volume to Restrict to Allowable Outflow (I0-YearStonn) = 1516 cu. ft.
Total Storage Volume Provided = 1530 cu. ft.
Page 4
09/09
ATM
sE.� a B aoo9 �

I ..
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
September 4, 2009
Ms. Mary Jean Naugle
ANNA LEE BAMFORTH, P.E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
CAVID W. CAMPBELL
North Carolina Department of Environment and Natural Resources 7BY:-7
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: Express, Tactical Support VAN Pad, P-619, SW8 090714
Dear Ms. Naugle,
Please find attached revised plans, calculations and sand filter supplement for the project
referenced above. Our responses to NCDENR comments received August 31, 2009 are as
follows:
Please provide the required design volume (WQV) above the surface of the sand
in both the sediment chamber and the sand chamber. The volume of the sediment
chamber below the weir elevation should not be included in the provided volume.
BMP section 11.3.5 paragraph 1.
Volume has been revised in the calculations and the supplement. The weir has
been lowered to allow for the required WQV above the weir elevation.
Please provide the bypass and vegetated strip for the excess design storm on the
plans and section details. BMP section 11.3.4 paragraph 2. The supplement
states the bypass and vegetated strip are provided, but they are not shown on the
plans. Please fill in the design information on the sand filter supplement page 2
for the vegetated filter.
A vegetated strip has been provided between the pavement and sand filter. A weir
is provided at each end. Flows above the weir elevation will spill over onto the
grassed areas. The elevation of the weir is at the top of the storage for the sand
filter.
Please provide a trash structure with 6 inch maximum square openings on the
sediment chamber and a cover grate on the sand chamber with details on the plans
and sections on plan # CS506. BMP fig. 1 I-2a.
In the area of the sand filter, there is no personnel or vehicle traffic and no trees.
Trash would be limited and the chain linkfence should prevent most other items
from entering the area. A note has been added to the plans.
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 2350E
TEL: [757) 627-7079 1 FAX: [phone] E-MAIL: [e-mail]

T. .
September 4, 2009 w%.V.L.rdi v Jr -
Ms. Mary Jean Naugle SEP 09 2009
NCDENR
Division of Water Quality BY;
RE: Express, Child Development Center Addition P-715, SW8 090714
Page 2
4. Please specify media for the sand chamber on the plans 4CS506 in accordance
with BMP section 11.3.7.
Note is currently provided in accordance with the BMP section. -
5. Please show the Seasonal High Water Table (SHWT) on the bmp section -A on
CS506.
SHWT has been added to the detail section.
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee Bamforth, P.E., L.S., LEED AP

C. ALLAN BAMFORTH, JR.
® e ENGINEER -SURVEYORS LTD.
OFFICE: MAILING ADDRESS
2207 HAMPTON BLVD. P.O. BOX 6377
NORFOLK, VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAx:[phone]
E-mail: [e-mail]
To: NCDENR
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
WE ARE SENDING YOU
THE FOLLOWING ITEMS: 2 Attached
❑ Shop Drawings ❑ Prints
❑ Specifications 0 Copy of Letter
TAI
7BY:-
DATE:CEIVED
P 0 S 2005
LETTERRANSMrr
September 4, 2009
JOB NUMBER:
ATTN:
'®
❑ Under separate cover via
M Plans
❑ Reports
09.020
08.041
Ms. Mary Naugle
P-715 CDC
Express SW8 970618
P-619 VAN Pad
Express SW8 090714
R Calculations
Rl Other
COPIES
DATE
No.
DESCRIPTION
2
P-715 CDC, STORMWATER MODIFICATION APPLICATION PAGE I SW8970618
AND DRAINAGE AREA MAP
2
P-619 VAN PAD SW8 090714 RESPONSE TO COMMENTS WITH ATTACHMENTS
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use ❑ For Approval ❑ Shop Drawing Action as Noted
Rl As Requested ❑ For Review & Comment
REMARKS: Ms. Naugle,
Please replace page 1 of the stormwater permit application form for P-715 CDC with the enclosed
revised page 1. Do not hesitate to contact us should you have any questions or require additional
information.
COPY TO: FROM: Anna Lee Bamforth, P.E., L.S., LEED AP

Naugle, Mary
From:
Andrea Murden [[e-mail]]
Sent:
Wednesday, September 02, 2009 9:46 AM
To:
Naugle, Mary
Cc:
Anna Lee Bamforth; Towler CIV David W
Subject:
RE: Express, Tactical Support VAN Pad SW8 090714
Thank you for your prompt reply. I will reevaluate the plans with your comments and contact you with any more
questions.
Andrea
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wed 9/2/2009 9:20 AM
To: Andrea Murden
Cc: Anna Lee Bamforth; Towler CIV David W
Subject: FW: Express, Tactical Support VAN Pad SW8 090714
Andrea;
rMILd6IrMILIF4�YNI�[SLl9.1:34S 173
Mary lean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 284O5
910-796-7215
910-796-7303
910-350-2004 fax
marx naugle @ncdenr,go v
Please note: 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: Andrea Murden [mailto:[e-mail]]
Sent: Tuesday, September 01, 2009 11:30 AM
To: Naugle, Mary
Subject: Express, Tactical Support VAN Pad SW8 090714
Mary,
I received your comments for the above referenced project and have some questions:
1. For the second part of this comment you state that we cannot use the volume of the sedimentation chamber
below the weir as part of our provided volume. I understand this idea, as that water will be retained and held.
However, the calculation as shown in the supplement and manual is to use the area of both the chamber and
filter and multiply it by the head. I had thought that the head was from the top of the sand. Do we just need to
move our weir elevation down to be just above our sand bed elevation?
YES, PROVIDE A MEANS TO MINIMZE EROSION IN THE SAND FILTER. ONE OPTION IS TO PROVIDE CUTOUTS IN THE WEIR
SIMILAR TO THE FIGURE IN THE BMP FIG 11-2a.

2. The volume in excess of the sand filter will bypass the filter along the parking area through a grassed area to the
existing ditch. A true bypass structure is not provided. Please let me know if this is acceptable and how to show
it properly.
IT APPEARS THAT THE EXCESS IS JUST OVERFLOWING THE SAND FILTER AREA. PLEASE PROVIDE A BYPASS PRIOR TO THE
SEDIMENT BASIN TO DIVERT WATER IN EXCESS OF THE DESIGN STORM. SINCE YOU HAVE SHEET FLOW FROM THE
DRAINAGE AREA A SPUTTER BOX IS NOT TYPICAL, BUT ONE OPTION CAN BE TO PROVIDE A TROUGH TYPE CHAMBER
PRIOR TO THE SEDIMENT BASIN WITH A WEIR OUTLET ON EITHER END ROUTING THE EXCESS TO THE VEGETATED AREA.
THE CONCERN IS THAT ONLY THE FIRST FLUSH OF EACH STORM ENTER THE SAND MEDIA AND NOT JUST FLOW ACROSS
A FULL CHAMBER.
BMP 11.3.4 PARAGRAPH 2: "FLOW BEYOND THE DESIGN AMOUNT CAN OVERLOAD THE HYDRAULIC CAPACITY OF A
SAND FILTER RESULTING IN AN OVERFLOW, CAUSE EROSION IN OPEN BASINS, AND DELIVER MORE SEDIMENT TO THE
SAND FILTER THAN IS NECESSARY. BECAUSE OF THESE ISSUES, SAND FILTERS ARE REQUIRED TO BE DESIGNED "OFF-
LINE" MEANING ONLY THE DESIGN VOLUME OF THE STORMWATER FLOW IS SENT FROM THE CONVEYANCE SYSTEM
AND DRAINAGE AREA INTO THE TREATMENT UNIT, AND THE EXCESS IS DIVERTED PRIOR TO THE BMP. PLEASE SEE BMP
5.3 FOR MORE INFORMATION ON THE DESIGN AND REGULATORY ISSUES RELATED TO FLOW SPUTTERS AND DESIGNING
SYSTEMS OFF-LINE."
3. Our site is very tight with elevations between the water table, existing site and existing ditch. We provided the
sand filter as open at the top because we do not have enough fall to drain it to the ditch if we have to lower the
structure to fit a grate and top. We have provided chain link fencing around the perimeter of the structure for
safety and to provide protection from trash. Please let me know if this is acceptable.
PROVIDE A MEANS FOR THE TRASH FROM THE DRAINAGE AREA STAY OUT OF THE SAND FILTER. DO YOU HAVE FOUR
(4) INCHES OF ELEVATION TO INCLUDE A GRATE? MOST GRATES ARE LESS THAN 4 INCHES DEEP/HIGH.
4. Noted.
5. Our SHWT is 1' below our sand bottom elevation, but is set at the bottom of our structure. It is my
understanding that this will be approved on a case by case basis and I wanted to note it if it was not clear
before.
PLEASE REPORT THE SHWT ON THE PLAN WITH THE BMP SECTIONS WHERE THE BOTTOM OF SAND IS SHOWN. BMP
MAJOR DESIGN ELEMENTS #9.
Please respond as soon as possible so we can resubmit within the deadline. If you feel these responses would be better
talked about over the phone person, please contact our office and speak to either me or Mr. Bamforth 757-627-7079 or
let me know a good time to reach you.
Thanks for your time —
Andrea
Andrea Murden, P.E.
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Phone [phone]
Fax [phone]

TRANSMISSION VERIFICATION REPORT
TIME
09/01/2009 07:17
NAME
NCDENR
FAX
9103502018
TEL
9107967215
DATE,TIME
09/01 07:16
FAX NO./NAME
919104512927
DURATION
00:00:48
PAGE(S)
03
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
pepartment of Environment and Natural Resources
Wilmington Regional Office
Dee Freeman, Secretw}'
Beverly Eaves Perdue, Governor FAX COVER SHEE
� No. Pages (.Ncl. cover): 2"
Date: —•� 'Q Express Permitting
To:
From: Sandra Exam
jai (J Phone: L9HU96-7265
Co: —
q/�5 C. u7 - % 5/3/Fax: (91() 3L50-2004
Ke:
__I laid
to follow
«�s.
[phone] • An rquid ()p.0mmity ArrirniuNQ Action IiMPloper
121 ('ardival I)rivr Fstension. Wilmington. NC 2xa<15 •

TRANSMISSION VERIFICATION REPORT
TIME : 09/01/2009 07:20
NAME : NCDENR
FAX : [phone]
TEL : [phone]
DATEJIME
09/01 07:19
FAX NO./NAME
917576257434
DLRATION
00:00:48
PAGE(S)
03
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office Dee Freeman, Secretary
Beverly Eaves Perdue, Governor FAX COVER SHEET
- �; ' - No. Pages (excl. cover): "
Date: �� C Express Permitting
TO:
�h^ From: Sandra Exum
%.�-.Sf'� �- i &' Eas-:.+ [ Phonc: ayl) 7996-7265
Co: `/
L Z7 - 7 Y3l Fax: [phone]�'2004
Rc:
_Hard cM io follow
127 Cardinal Drive 1?xtcnSi0n. Wilmington, NC 28405 • (910) 79(r7215 • An Equal Opporlunily Ar innmlive Action Idmploycr

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor Director
August 31, 2009
Carl Baker, Deputy Public Works Officer for The Commanding Officer
Marine Corps Base, Camp Lejeune
1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 090714
Tactical support VAN Pad, P- 619
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit Application
for Tactical Support VAN Pad, P-619 on August 27, 2009. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
1. Please provide the required design volume (WQV) above the surface of the sand in both the
sediment chamber and the sand chamber. The volume of the sediment chamber below the weir
elevation should not be included in the provided volume. BMP section 11.3.5 paragraph 1.
2. Please provide the bypass and vegetated strip for the excess design storm on the plans and
section details. BMP section 11.3.4 paragraph 2. The supplement states the bypass and
vegetated strip are provided, but they are not shown on the plans. Please fill in the design
information on the sand filter supplement page 2 for the vegetated filter.
3. Please provide a trash structure with 6 inch maximum square openings on the sediment
chamber and a cover grate on the sand chamber with details on the plans and sections on plan
# CS506. BMP fig. 11-2a.
4. Please specify media for the sand chamber on the plans #CS506 in accordance with BMP
section 11.3.7.
5. Please show the Seasonal High Water Table (SHWT) on the bmp section -A on CS506.
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 8, 2009, or the application will
be returned as incomplete. The return of a project will necessitate re -submittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. Please note that a
second significant request for additional information may result in the return of the project. If that occurs,
you will need to reschedule the project through the Express coordinator for the next available review date,
and resubmit all of the required items, including the application fee.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One 1
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarolina
Internet: www.nmaterquality.org
An Equal Opportunity lAffumarve Action Employer

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, /n`�p-1-L
Mary Naugle U
GDS/mjn: S:\WQS\STORMWATER\ADDINFO\2009\090714 aug09
cc: C. Alan Bamforth, P.E., 757-627-7079, fax: 7434
M.J. Naugle
Page 2 of 2

CIVIL CALCULATIONS
P619 TACTICAL SUPPORT VAN PADS
MCAS, NEW RIVER
JACKSONVILLE, NORTH CAROLINA
A/E Contract No. N40085-06-D-8000
EProjects Work Order No. 652786 (P619)
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, ViRcINIA
August 2009
�CdFd --
1UG ; ' 7009
BY:_

7BY:
CEgVED
P619 Tactical Support VAN Pads, MCAS, New River 009 08/09
Sand Filter Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd. ----
Basis of Design: The VAN Pad project constructs two concrete tactical support VAN pads and
supporting facilities. Only one of the sites has existing grassed area below the proposed pad. In
this area a sand filter will be provided for both quality and quantity volumes. Quality volume
was determined using the runoff volume from the first inch and a half of rain. The quantity
design is based on the rational method using a ten year storm and Wilmington I-D-F curve. Any
runoff in excess of the design storm will run through grass to the existing ditch adjacent to the
sand filter.
Calculations have also been performed using the 1-year, 24- hour storm, Soil Group B. Time of
concentration was found using Seelye's Chart for overland flow and Kirpich Chart for ditch flow.
The BMP was sized using the Haestad Methods "PondPack" software. It is in conformance with
North Carolina Division of Water Quality "Stormwater Best Management Practices Manual, July
2007".
Predevelopmenf:
Area — 0.38 acres
Impervious — 0.13 acres C = 0.95 For purposes of calculations, treat entire area
Grass — 0.25 acres C = 0.30 as grass.
Time of Concentration
Seelye's Chart for Overland Flow:
L = 90 ft Slope = (18.1 — 16.1)/90 = 2.2% C = 0.30 T, = 13 minutes
Total T, = 13 minutes
Rainfall Intensity
- Wilmington I-D-F Curve, 10-Year Storm, 13 minutes I = 5.6 in/hr
Allowable Discharge— Use all Grass
Q (10-Year) = CAI = (0.30 x 0.38) x 5.6 = 0.64 cfs
Runoff Volume (1-yr. 24-hr storm)
q=0.39efs .
Page I

P619 Tactical Support VAN Pad, MCAS, New River 08/09
Sand Filter Calculations B ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Postdevelopment: .
Area — 038 acres
Impervious — 0.29 acres C = 0.95
Grass — 0.09 acres C = 030
Time of Concentration
Seelye's Chart for Overland Flow:
L=105ft Slope = (18.15 — 17.00)/105 = 1.1% C=0.95
T, = 4 minutes
Total T. = 5 minutes (minimum)
Temporary Water Quality Volume Required
Use "Simple Method" by Schueler to Determine Runoff Volume for One and a Half -Inch Stonn
Over Site:
Site Area = 16,650 sf
Impervious = 12,700 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 12700/16650 = 76%
Rv = 0.05 + 0.009(76) = 0.73 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(I 2 in) x (0.73 in/in) x (0.38 acres) = 0.0346 ac-ft = 1510 cu-ft
Minimum Sand Filter Bed Surface Area
A= [WQV x df]/[k x t x (ha + df)]
WQV = water quality volume, df= filter depth, k = sand permeability, t = draining time,
ha = average head
A = [ 1510 x 1.5]/[3.5 x 1.66 x (1 + 1.5)]
A = 156 sq. ft.
Area Provided = 366 sq ft
Page 2

RECErVED
AUG ^ " 7-009
P619 Tactical Support VAN Pad, MCAS, New River 08/09
Sand Filter Calculations BY' ATN1
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Minimum Sediment Basin Size
Area of Basin = 240 x Rv x A x Rainfall = 240 x 0.74 x 0.38 x 1 = 68 sq ft
Area Provided = 366 sq ft
Storage Volume
Volume = Area of Filter + Area of Basin x Max Head = (366 + 366) X 1.7 = 1244 cu ft
Volume Provided in Sand Filter and Sediment Basin:
Storage Volume above Sand = 1244 cu-ft
Additional Volume in Filter and Basin = (1.68 x 122 x 3 x 0.40) + (1.68 x 122 x 3) = 861 cu ft
Total Storage Volume = 2105 cu ft
Runoff Volume (1-yr, 24-hr storm)
q = 0.91 cfs
Page 3

RECEIVED
.BUG � " 2
009
P619 Tactical Support VAN Pad, MCAS, New River BY. 08/09
Sand Filter Calculations A"I'D1
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Summary of Results:
Required Area for Sand Filter = 156 sq. ft.
Area Provided = 366 sq. ft.
Required Area for Sediment Basin = 68 sq. ft.
Area Provided = 366 sq. ft.
Required Water Quality Volume = 0.75 x 1531 = 1133 cu. ft. .
Volume Provided = 1244 cu. ft.
Required Volume to Restrict to Allowable Outflow (10-Year Storm) = 1516 cu. ft.
Volume Provided = 2105 cu. ft.
Page 4

Type.... Mod. Rational Graph Page 10.02
Name.... SUBAREA 10 Tag: wil 10 Event: 10 yr
File.... K:\Job-Files\2008\08041\calcs\SAND BMP.PPW
Storm:.. Wilmington 10 Tag: wil 10
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum RequiredStorage ----
Method I
Q = CiA + Units Conversion; Where Conversion = 43560 / (12 3600)
+ RETURN FREQUENCY: 10.yr Allowable Outflow: .64 cfs a
+ 'C' Adjustment: 1.000 ,� Required Storage: 1516 cu.ft "
+____________________________________________________________________+
« Peak Inflow: .82 cfs '
a .HYG File: wil 10
a+«««++a+++«+++«++++++++a+++a++++++++++as+++++++a++a++++++«a+«a+«+«++a
Q Td =
54.00
min
I Return Freq:
10 yr
/------- Approx. Duration
for Max. Storage ------/
C adj.factor:1.000
To=
5.00
min
I =
7.0000
in/hr
Area = .380
acres
. Q =
2.14
cfs
Weighted C =
.796
.�.
Adjusted C =
.796
Required Storage
-- 1516 cu.ft Td= 54.00 min
I = 2.6900 in/hr
x x x x x x XJx x x x x x x x x x x Q= .82 cfs
x x
o Q = .64 cfs
x o x (Allow.Outflow)
x o
x o NOT TO SCALE I x
x o
o x
------------------------- ---------------------------- ____________
55.09 min T
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 10:36 AM Date: 8/17/2009
WCEIVEI�
4UG ? 2009
BY:____
I

Type.... Unit Hyd. Summary Page 7.03
Name.... SUBAREA 10 Tag: 1 Event: 1 yr
File.... K:\Job-Files\2008\08041\calcs\1-YR PRE. PPW
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGPAPH METHOD
STORM EVENT: 1 year storm
Duration 1440.00 min Rain Depth = 3.5000 in
Rain Dir = K:\Job-Files\2008\08041\calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2008\08041\calcs\
HYG File - ID = - SUBAREA 10 1
To = 15.00 min
Drainage Area = .380 acres Runoff CN= 74
----------------------------
Computational Time Increment = 2.000 min
Computed Peak Time = 732.00 min
Computed Peak Flow = .39 cfs
Time Increment for HYG File = 2.50 min
Peak Time, Interpolated Output = 732.50 min
Peak Flow, InterpolatedOutput = .39 cfs
____________________________________________
DRAINAGE AREA
ID:SUBAREA 10
CN = 74
Area = .380 acres
S = 3.5135 in
0.2S = .7027 in
Cumulative Runoff
------------------
1.2399 in
1710 cu.ft
HYG Volume... 1710 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS
Time Concentration, To =
15.000
min (ID:
SUBAREA 10)
Computational Incr, TM =
2.000
min = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
1.72
cfs
Unit peak time Tp =
10.000
min
Unit receding limb, Tr =
40.000
min
Total unit time, Tb =
50.000
min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 10:35 AM Date: 8/17/2009
IVED
7'^.
7-009

Type.... Unit Hyd. Summary Page 7.03
Name.... SUBAREA 10 Tag: 1 Event: 1 yr
File.... K:\Job-Files\2008\08041\calcs\1-YR POST.PPW
Storm... TypeIII 24hr Tag: .1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = K:\Job-Files\2008\08041\calcs\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\Job-Files\2008\08041\calcs\
HYG File - ID = - SUBAREA 10 1
To = 5.00 min
Drainage Area = .380 acres Runoff CN= 89
--------------------------------------------
Computational
Time Increment =
.667
min
Computed Peak
Time =
726.00
min
Computed Peak
Flow =
. .91
cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = .91 cfs
DRAINAGE AREA
ID:SUBAREA 10
CN = 89
Area = .380 acres
S = 1.2360 in
0.2S = .2472 in
Cumulative Runoff
-------------------
2.3572 in
3251 cu.ft
HYG Volume... 3251 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
5.000
min (ID:
SUBAREA 10)
Computational Incr, Tm =
.667
min = 0.20000
Tp '
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333, K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak, qp =
5.17
cfs
Unit peak time Tp =
3.333
min
Unit receding limb, Tr =
13.333
min
Total unit.time, Tb =
16.667
min
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 10:34 AM Date: 8/17/2009
7 ?009

VAN Pad
Ditch Calculations
Basis of Design: Analyze the downstream ditch for erodibility. Ditch capacity was calculated
using Manning's Equation. Calculations were performed using a 10 year storm event.
Design Parameters:
Velocity of pipe (flowing full) = 1.58 ft/sec
Ditch Velocity
V = (1.49/n) Rti3 SI12
n = Manning's Coefficient = 0.15
R = Hydraulic Radius = Area/Wetted Perimeter = 28 sq ft/19 ft
S = Slope = 0.006 ft/ft
A = Area 28 sq ft
V = (1.49/0.15)(28/19)213(0.006)112 = 1.00 ft/sec (flowing full)
1.58 and 1.00 < 2 ft/sec OK, no liner required
1�E777'2009
.AUG
BY:

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P619 Tactical Support Van Pad �� -_ _
MCAS New River
Camp Lejeune, North Carolina 'AUG N ? 2009
Stormwater Narrative
This project is composed of three project sites located at the Marine Corps Air Station
New River at Camp Lejeune, North Carolina, in Onslow County. The proposed
construction sites are independent of each other.
The VAN Pads project constructs two concrete tactical support VAN pads and supporting
facilities to alleviate existing VAN pad deficiencies. The two sites drain into an Un-
named Tributary to Southwest Creek to the New River and are classified as SC; HQW;
NSW water. They are in the White Oak River Basin.
The existing site for the proposed Van Pad AS-1 at Hangar AS518 is composed primarily
of an existing asphalt parking lot which drains to an adjacent Stormwater basin. A
portion of the site is an open grass area with a small building (AS575) and a concrete
dumpster pad. All of the new impervious area will be directed to a sand filter facility
which will capture the first 1 1/2-inch of runoff, this volume will also satisfy the 10-year
storm event. This site is located on White Street near the intersection with Campbell
Street. The total area for the site is 1.40 acres. The entire site will be disturbed by
construction and there will be a total of 1.23 acres of impervious, which is 88% of the
site. The BMP area is 0.38 acres and is 76% impervious. The predeveloped impervious
area is 0.12 acres which will increase to 0.29 acres after construction. This project is
high density.
The existing site for the proposed Van Pad AS-2 at Hangar AS4106 is composed
completely of an existing asphalt parking area. No stormwater management is required
since the impervious area has not increased and the existing runoff patterns have not been
changed. This site is located on White Street at the intersection with Douglas Road. The
total area for the site is 1.30 acres and is 98% impervious. The entire site will be
disturbed by construction with the existing impervious being replaced by new
impervious.
Soil borings were performed on the site in March of 2009. Based on these borings, there
is sandy soil but primarily clay on the site. The water table is located between 4 to 5 feet
deep and estimated to be close to seasonal high conditions. This puts the seasonal high
water table at approximately elevation 12.5. Due to the clay on the site, a closed sand
filter facility is being used for AS-1.� �Q p

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North Carolina Department of Environment and
Natural Resources
NC®ENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.
Coordinator along with a completed DETAILED narrative, site plan (POF file) and vicinity map (san
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;atison.davidson(a)ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791.4203; daviddee(�ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.prottan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardison(a)ncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or janet.russell(g
ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
For DEN Use ONLY\
Reviewer G2)
�G� —r
Submit: �—ICJ
Time: )d'`t-00
Confirm: '1-30
FAX or Email the completed to to Express
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name; P619 TACTICAL SUPPORT VAN PAD County: ONSLOW 1 _
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, Stale: NC Zip: 28547-_ l J 1
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:HANGAR AS518 AT WHITE STREETMANGAR AS 4106 AT WHITE STREET AND DOUGLAS ROAD
Project Drains into NEW RIVER waters —Water classification SC, NSW (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: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH. JR. E 6 �
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_ UUU D
Phone: [phone], Fax: [phone], Email: [e-mail] JUL Z 8
SECTION ONE: REQUESTING A SCOPING MEETING ONLY 2009
❑ Scoping Meeting ONL g6WQ, ❑ DCM, [jv DLR, []OTHER:_ PROD # DWQ
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING �-
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance 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 _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 1 # Treatment Systems ❑ High Density —SW Wetlands _ It Treatment Systems
❑ High Density -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
Quality ❑ Erosion and Sedimentation Control Plan with Vlacres to be disturbed.(CK # (for DENR use))
THREE — 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
DFNR use only"""r»ra+++»+rrr++++rrrrrr♦r»rrrr+rrrr+++r++r+++++»+»+++»»+++
Fees lit for multiplepermits: Check# Total FeeAmount S
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

P619 Tactical Support Van Pad
MCAS New River
Camp Lejeune, North Carolina
Stormwater Narrative
This project is composed of three project sites located at the Marine Corps Air Station
New River at Camp Lejeune, North Carolina, in Onslow County. The proposed
construction sites are independent of each other.
The VAN Pads project constructs two concrete tactical support VAN pads and supporting
facilities to alleviate existing VAN pad deficiencies. The two sites drain into the New
River, classified as SC, NSW water, and are in the White Oak River Basin.
The existing site for the proposed Van Pad AS-1 at Hangar AS518 is composed primarily
of an existing asphalt parking lot which drains to an adjacent stormwater basin. A
portion of the site is an open grass area with a small building (AS575) and a concrete
dumpster pad. All of the new impervious area will be directed to a bioretention facility
which will capture the first 1 1/2-inch of runoff, this volume will also satisfy the 10-year
stone event. This site is located on White Street near the intersection with Campbell
Street. The total area for the site is 1.40 acres. The entire site will be disturbed by
construction and there will be a total of 1.23 acres of impervious, which is 88% of the
site. The BMP area is 0.38 acres and is 76% impervious. The predeveloped impervious
area is 0.12 acres which will increase to 0.29 acres after construction. This project is
high density.
The existing site for the proposed Van Pad AS-2 at Hangar AS4106 is composed
completely of an existing asphalt parking area. No stormwater management is required
since the impervious area has not increased and the existing runoff patterns have not been
changed. This site is located on White Street at the intersection with Douglas Road. The
total area for the site is 1.30 acres and is 98% impervious. The entire site will be
disturbed by construction with the existing impervious being replaced by new
impervious.
Soil borings were performed on the site in March of 2009. Based on these borings, there
is sandy soil but primarily clay on the site. The water table is located between 4 to 5 feet
deep and estimated to be close to seasonal high conditions. This puts the seasonal high
water table at approximately elevation 12.5. Due to the clay on the site, a bioretention
facility is being used for AS-1.

T
a m ti
m
RECEOVED SITEA-2
JUL 2 8 2009
DWQ GRAPHIC SCALE
PROJ q
0
1" = 35'
2 3 4 5

AUG ^ `7 9-009
REPORT
GEOTECHNICAL
ExPLORATION
P619 Tactical Support Van Pads
& P688 Relocated Ball Fields
MCAS New River, North Carolina
t4
p prepared for
" C. Allan Bamforth, Jr.
4
u 1+
tt Engineer -Surveyor, Ltd.
I Norfolk, Virginia
June 23, 2009
A,
Geocnuironmental Resources Inc
Consulting Engineers ,r --�
Environmental • Grountivratel - Hazardous Pdatenals Geolechnial • Industrial Hygiene
' `ems "',a�'1' "�•"
271 2 SOUThFIRN BOUIEVARd, SUITE 101
VIRGINIq B61CIi, VIRGININ 23452
757.463.3200 Fnx757.463.3080 MM,gERONIINE.cona
si ., •

!1UG ^ '? 9-009
P619 Tactical Support Van Pads & P688 Relocated Ball Fields June 23, 2009
aeR Project No. 110-5031, Submittal 1 LBY:'
Page 3
MCAS New River, NC �—
representation of the estimated subsurface conditions at the project locations. Drawings 5A to 5C in
Appendix B shows a plot of estimated soil properties for each site. Variations between the profiles, soil
properties and actual subsurface conditions should be expected.
P619 Tactical Support Van Pads, Location 1
Subsurface conditions at the tactical support van pad location 1 site were composed of interlayered sands
and clays. Distribution of the soils was approximately 55% sands and 45% clays. The sand layers
consisted of very loose to firm silty sands (SM), slightly silty sands (SP-SM), and clayey sands (SC). The
clay layers were made up very soft to stiff, low plasticity silty and sandy clays (CL). The sand layers
ranged in thickness from about 2 to 22 feet with an average thickness of 7 feet. The clay layers ranged
in thickness from about Z to 12 feet with an average thickness of 6 feet. The subsurface conditions at Y
one testing location were composed of only clays. SPT resistances in the soils ranged from 0 bpf to 26
bpf with an average of.9 bpf in the sand layer and 5 bpf in the clay layer. Strength parameters at the site
are estimated at an average 300 friction angle for the sands and 700 psf cohesion for the clays. The
groundwater table was encountered in the borings at depths of about 5 to 8 feet below the ground
surface during the exploration. Surface materials across the site were composed of 3 inches of asphalt
on top of 6 inches of crushed stone subbase.
P619 Tactical Support Van Pads, Location 2
Subsurface conditions at the tactical support van pad location 2 site were composed of interlayered sands
and clays with a small amount of peat. Distribution of the soils was approximately 50% sands and 50%
clays with a trace amount of peat. The sand layers consisted of very loose to firm silty sands (SM), clayey
sands (SC) and slightly silty sands (SP-SM). The clay layers were made up very soft to stiff, low plasticity
to high plasticity, silty and sandy clays (CL, CH). Very soft peat with little wood fragments was present
at two testing locations. The sand layers ranged in thickness from about 1 to 9 feet with an average
thickness of 4 feet. The clay layers ranged in thickness from about 2 to 22 feet with an average thickness
of 5 feet. The two peat layers were each 3 feet thick and were encountered at a depth of about 17 feet
below the existing ground surface. SPT resistances in the soils ranged from 0 bpf to 26 bpf with an
average of 8 bpf in the sand layer and 3 bpf in the clay layer. Strength parameters at the site are
estimated at an average 30" friction angle for the sands and 400 psf cohesion for the clays. The
groundwater table was encountered in the borings at depths of about 3 to 8 feet below the ground
surface during the exploration. Surface materials at the site were made up of topsoil ranging from 5 to 6
inches in depth and asphalt pavements, varying in depth from 3 to 4 inches with crushed stone subbases
of 6 inches.
P688 Relocated Ball Fields
Subsurface conditions at the relocated ball field site were primarily composed of interlayered sands and
clays. Distribution of the soils was approximately 70% sands and 30% clays. The sand layers consisted.
of very loose to dense silty sands (SM), clayey sands (SC), and slightly silty sands (SP-SM). The clay
layers were made up very soft to very stiff, low plasticity to high plasticity, silty and sandy clays (CL, CH).
The sand layers ranged in thickness from about 1 to 21 feet with an average thickness of 6 feet. The
clay layers ranged in thickness from about 2 to 11 feet with an average thickness of 5 feet. SPT
resistances in the soils ranged from 1 bpf to 46 bpf with an average of 12 bpf in the sand layer and 7 bpf
in the clay layer. Strength parameters at the site are estimated at an average 310 friction angle for the
sands and 1000 psf cohesion for the clays. The groundwater table was encountered in the borings at
depths of about 5 to 8 feet below the ground surface during the exploration. Surface materials at the
site were made up of 6 to 8 inches of topsoil.
It should be noted that the soil material character and stratum thickness indicated on the boring logs and
stratigraphic descriptions represent the conditions encountered at the specific boring locations at the time
explorations were made and do not necessarily represent the soil conditions that will be encountered
over the entire project limits.
GER

, ^ 7 ?nor]
P619 Tactical Support Van Pads & P688 Relocated Ball Fields June'23, 2009
eeR Project No. 110-5031, Submittal 1 Page 4
MCAS New River, NC IBY: __
The encountered groundwater levels are close to normal seasonal high conditions and may vary by about
±12 inches in a normal season. Fluctuations in groundwater levels may occur due to variations in rainfall,
evaporation, tides, construction activity, surface runoff and other site specific factors. It should be noted
that groundwater levels encountered during the exploration do not necessarily represent the water
conditions that will be encountered during construction.
5.0 ENGINEERING EVALUATION
5.1 General
The project information, site conditions and subsurface conditions described in the previous paragraphs
have been evaluated with regard to .design and construction of project pavements and proposed
structure foundations. The following paragraphs provide a brief discussion of our engineering evaluation
of field and laboratory tests and how they relate to the proposed project design and anticipated
construction practices.
5.2 Pavement Subgrade Assessment
Field and laboratory testing of the upper soils was conducted to estimate bearing strength for rigid
pavement support. DCP testing provides an estimate of the in -situ subgrade strength while the laboratory
CBR tests provide an indication of the strength in a remolded and compacted state. Results of field DCP
tests are provided in Appendix B and results of CBR tests are provided in Appendix C of this report.
A summary plot of estimated bearing strength from the DCP tests is shown in Drawing 6 in Appendix A.
Estimated strength is shown in terms of CBR value, a ratio of the soil bearing strength to that of a
compacted crushed stone material. Estimated CBR values at representative testing locations for each
project site are shown in Drawing 6. The tactical support van pads location 1, tactical support van pads
location 2, and relocated ball field's average estimated CBR values are 9, 30, and 5, respectively.
A summary plot of laboratory CBR tests is shown in Drawing 7 in Appendix A. Test results are for
remolded soil samples which were compacted to approximately 95 percent of their respective maximum
dry density and soaked in water for 3 days. Laboratory CBR values at representative testing locations for
each project site are shown in Drawing 7. The tactical support van pads location 1, tactical support van
pads location 2, and relocated ball field's average CBR values are 8, 28, and 47, respectively.
Rigid pavement design practice typically uses the vertical modulus of subgrade reaction or k-value. The
k-value is field measured using the plate bearing load test and can also be estimated by correlations to
CBR value, bearing capacity and other methods. It was not feasible to conduct field plate bearing tests
on this project due to schedule and other site related constraints. Thus, subgrade parameters for rigid
pavement design will be based on the latter methods, which experience has shown to be reasonable.
The k-values corresponding to the design CBR values of 8, 28, and 47 are 175, 350, and 475 for the
tactical support van pad location 1, tactical support van pad location 2, and relocated ball fields,
respectively.
5.3 Site Preparation and Grading
The majority of the sites currently contain a surface layer of topsoil with a thickness ranging from about
5 to 8 inches, or asphalt pavement with an average thickness of 4 inches overlaying an approximately 6
inch thick subbase layer based on the field tests. These materials are generally unsuitable for
construction of fills and pavements and should be removed prior to construction. The thickness of
unsuitable surface material requiring removal will likely vary across the sites. The numerous drainage
ditches found on the ball field sites are expected to contain soft sediments in their sides and bottom
which will also require removal. It may be necessary to provide dewatering in some areas so that
soft/organic soil removal can be accomplished in the dry and verified. Use of open graded coarse
GER

ICYL E Ex�
AUG ^, " 9-000
P619 Tactical Support Van Pads & P688 Relocated Ball Fields June 23, 20 9
GER Project No. 110-5031, Submittal 1 BY: Page
MCAS New River, NC
aggregate may be necessary in ditch bottoms in order to properly construct and compact backfill. Treed
areas will require grubbing of stumps and large roots. Also, existing utilities should be rerouted to
outside of the proposed new construction footprints.
Tolerable settlements are expected at the P619 Tactical Support Van Pads Location 1. No spot grades
were provided for this site, however, finished grades are anticipated to be close to existing grades.
The soft clay layer and shallow groundwater table found at P619 Tactical Support Van Pads Location 2
produce settlements on the order of 1.0 inch at some testing locations with application of the design
pavement section at existing grades. Differential settlement across the site can be expected. No spot
grades were provided for this site, however, finished grades are anticipated to be close to existing
grades.
Soft, saturated clays with intolerable settlement potential are present at the P688 Relocated Ball Field
site. Finished grades for this site are not provided, however, intolerable settlements may occur for
construction near boring locations BF-2 and BF-4. Constructing new structures near these locations
should be avoided if possible. Moderate settlements are expected at boring locations BF-1, BF-3, BF-6,
and BF-7. Maximum settlement on the order of 2.0 inches is expected to be generated from filling of the
existing stream near BF-4. Settlements on the order of 2.0 inches may affect the soccer field and the
pervious pavement constructed in the vicinity of the filled ditch and boring location BF-4. Differential
settlement across the site can be expected. Settlements may be intolerable in areas where final grades
are raised to facilitate construction or where structures are placed close to or over filled ditches.
Use of surcharge material placed above engineered fill may be necessary at some locations to
accommodate a timely construction schedule. The preloading program should be designed to generate a
similar or greater amount of settlement over a shorter period of time than would be caused by the fills
plus pavement loadings alone. It is estimated that the thickness of surcharge material equal the
maximum fill thicknesses at the areas mentioned above.. Excavated topsoil and other unsuitable materials
could be used for surcharge provided the surcharge thickness is adjusted according to its constructed
density. The crest of the surcharge should extend to the edges of ditches or other fill boundaries plus an
additional 5 feet. The surcharge sides should be sloped at 2 horizontal to 1 vertical or flatter. Preloading
should be monitored and field verified using instrumentation.
If finished grades are established for the projects sites that differ from the above assumptions, expected
settlements at the project sites affected should be further evaluated.
5.4 Van Pad Pavements
Tactical support van pad pavement section alternatives have been evaluated using the PCASE software
developed by the US Army Corps of Engineers. Our analysis used the anticipated van pad loading data
provided previously in Paragraph 1.3 operating over a twenty five year design life. Subgrade assumptions
for the van support site locations 1 and 2 included a natural cohesive subgrade with a CBR.value of 8
and 28 or k-value of 175 pci and 350 pci, respectively. Non frost susceptible, drainage layer designs were
selected for these locations. Results of the van pad pavement design analyses are shown in Figures 1
and 2 in Appendix A.
The following assumptions were made for ground vehicle traffic:
P619 Tactical Support Van Pads: 3 passes of a 12.5 ton capacity forklift of per week
1 pass of a 50 ton capacity forklift per month
1 pass of a 80 ton capacity crane per year
GEZ

P619 Tactical Support Van Pads & P688 Relocated Ball Fields
DER Project No, 110-5031, Submittal 1
MCAS New River, NC
4UG ^ 2ring
7Jne 23; 2009
Page 10
6.7 Deep Foundations
The plans for P619 Tactical Support Van Pads and P688 Relocated Ball Field both call for the installation
of high mast light poles. Drilled shaft foundations are recommended for supporting the proposed light
poles. The anticipated foundation dimensions to adequately resist deflection and internal forces from
combined loading are:
• 36 inches diameter installed to a depth of 30 feet below the existing ground surface at the van pad
sites.
• 42 inches diameter installed to a depth of 30 feet below the existing ground surface at the baseball
field site.
• 42 inches diameter installed to a depth of 30 feet below the existing ground surface or 60 inches
diameter installed to a depth of 20 feet below the existing ground surface at the soccer field site for
structures A3, A4, and B2.
• 60 inches diameter installed to a depth of 35 feet below the existing ground surface at the soccer
field site for structures Al, A2, and B1.
Various shaft dimensions and materials should be evaluated for final design. Example shaft designs at
specified depths and estimated response under combined loading are shown on Drawings 8 and 9 in
Appendix A.
Settlement of properly constructed drilled shafts under design loads are estimated at one inch or less.
Actual axial and lateral movements will be highly dependent upon the side and base conditions of the
excavation prior to concreting.
Reduction factors for side -by -side foundations should not be required for drilled shafts spaced at 3 or
more diameters center to center.
Load testing of drilled shaft foundations is not expected to be necessary for the project. However, a test
shaft should be constructed prior to installing production shafts to verify compatibility of the materials,
methods and soil conditions. Non destructive testing for shaft integrity should be performed as deemed
necessary.
Design, construction and inspection of drilled shafts should be in accordance with ACI 336.1 and
applicable provisions of ADSC Standards and Specifications. Performance of drilled shaft foundations has
an above average dependency upon the contractor's methods, materials and workmanship.
Foundations should be drilled to the design tip elevation using appropriate augering equipment, followed
by removal of loose material using a cleaning tool. The wet method of construction using a polymer
drilling slurry and possibly with temporary steel casing will be necessary for excavation.
Concrete should be placed via tremie or pump line. A positive head of concrete that is at least 5 feet
above the bottom of the tremie, pump line and/or bottom of the steel casing should be maintained at all
times during shaft construction. This will help provide good contact between the sides of the hole and
concrete shaft and prevent pinching on the shaft section in areas of lower strength soils.
Foundation drilling and construction should be observed by a field inspector. If soil conditions and
construction methods are encountered which differ from those that are anticipated, the Engineer should
be contacted.
6.8 Stormwater BMPs
The stormwater BMP systems at the project sites are expected to consist of an infiltration trench and
pervious pavements. An infiltration trench is planned at P619 Tactical Support Van Pad, Location 2. At
van pad location 2, soil infiltration rate at a depth of about 3.5 ft below existing site grades measured
about 1.5 inches per hour. Pervious pavements are planned at the P688 Ball Field site. At the ball field
�]C alj

P619 Tactical Support Van Pads & P688 Relocated Ball Fields .A hl]une&23'2009 09
DER Project No. 110-5031, Submittal 1 Page 11
MCAS New River, NC I �-N7,
location, soil infiltration rate at a depth of about 2 ft below existing site grades — ou
inches per hour. There are no planned stormwater BMP systems at van pad location 1 at this time.
Results of the field infiltration tests are included in Appendix B.
Open and bio-retention basins should use side slopes of 3H:1V or flatter to protect from sloughing.
Slopes should be protected from erosion using erosion control geosynthetics, turf mats with topsoil and
vegetation, hard armor revetment or other methods.
7.0 LIMITATIONS
The recommendations provided are based in part on the project information provided to us and only
apply to the specific project and site discussed in this report. If our understanding of the project is
incorrect or if additional information is available, you should convey the correct or additional information
to us and retain us to review our analysis and recommendations.
The findings presented and evaluated are based on the specific locations and depths sampled and tested.
Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions
between borings will differ and may not be as anticipated by the designers or contractors. In addition,
the passage of time and, the construction process itself may alter soil and groundwater conditions.
Unanticipated conditions should be reported to the design team along with timely recommendations to
solve the problems encountered.
GER

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TEST BORING RECORD
REC�IV�_ -
�UG ^ ': 2009
BY:
GeoEnvironmental Resources Inc. GeoEnctenmentel,Gd strut nginezardousMalton s,
Geotechnical &Industrial Engineering Consultants
Borin" No. V P-I
Sheet No. 1 of 1
Project: P311 Taxiway/11619 Vour Pads/11688 Apron
GER Project Nurnber: 110-5031
Location: A7CAS New River, NC
Driller: Fishburae
Date Dnlled: 3/31/2009
Depth (ft.). 311.0
Elevation (ft.): 20.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
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Material Description
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
AUG zoo9
i
BY:
GeDEIly1ronmclli'dl Resources III C. Environmental, Groundwater, Hazardous Materials,
> Geotechnical & Industrial Engineering Consultants
goring No. VP-2
.
Sheet No. I of I
Project: P311 Taxiway/P619 Van Pads/1'688 Apron
GER Project Number: 110-5031
Location: AICAS New River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 30.0
Elevation (R): 20.0
Client: C. Allan Bamforth, dr.
Drill Method: 3" 1\lud Rotary
h IIIft
Depth
m
Lill,
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Material Description
Ground
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Comments
S
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0 25 50
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GeoEnvironmenlal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
GcoEnvironmental Resources Inc, Environmental, ndutrialEr,HeeringusMultants,
e Geotechnical & Industrial Engineering Consultants
c _
Sheet No. I of 1
Project: P311 Taxiway/11619 N'an fads/P688 Apron
GER Project Number: I I U-iU31
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (fil 30.0
Elevation (ft.): 20.0
Client: C. Allan 13amforlh, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
- -
Material Description
Ground
Water
Comments
S
Uncorrected
Penetration Resistance (blows/foot)
fl tit
ft on256
oloery
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0 50
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crashed stone
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5
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11
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GeoEnviionmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

A xjp V Ti
AUG " '7 1000
TEST BORING RECORD BY:
Geo Environmental Resources,_Inc, Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Bormg No. VP_4
Sheet No. 1 of I
Project: P311 Taxiway/P619 Van Pads/1'688 Apron
GER Project Number: I10-5031
Location: ,PICAS NewRiver, NC
Driller. Fisliburne
Date Drilled: 3/31/2009
Depth (ft.): 30.0
Elevation (ft.): 21.0
Client:' C. Allan Barnforlh, Jr.
Drill Method: 3" A1ud Rotary
Blcvation
Depth
Lith-
"logy
Material Description
Ground
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
fl in0
In
0��� 25 50
20
Pavement-
I'avemenl-3 inches asphalt,6 inches
-"
110'
-{--i-g��
1
6
crshed stone
s
Silty, Low Plasticity CLAY (CL)
1
1
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1
mace to little fine sand
IS
2
4
10
3
10
3
1
4-
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5
15
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medium
1
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
RECETV]El�
AUG S 7 ?oo9
BY:
GeoEnvir6nmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical & Industrial Engineering Consultants
Boring No. VP-5
Sheet No. 1 of 1
Project: P311 Taxiway/1'619 Van Pads/1'688 Apron
G E R Project Number: 110-5031
Location: MICAS New River, INC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
Elevation (ft): 20.5
Client: C. Allan Banturth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
ft m25.
Lith-
Lith-
Material Description
Ground
Water
Comments
S
T
Uncorrected
0 Penetration Resisttance (blows/foot) 50
20
15
10
0
_5
6
�
4
3
-2
t
0
2—
5
10
U
20
25
2
3
4-
5
7
Pavement -3 inches asphalt, 6 inches
crushed stone
I
I
,3
-I
!
—
Siltc, Low Plasticity CLAY (CL)
Fim to verysoft, brown to light grey, with
trace to little fine sand
I
t
_\8
_
I
III
I
I
lid
31 1
t l
l
III
_L_
Siltr SAND (SM)�
Loose to very loose, light grey, fine to
medium
4�—
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1
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Sliglo . Silly SAND (sP-Si4I)
Firm to loose, light grey, fine to medium
l
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GeoEnvironmental Resources, Inc. 2732 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 [e-mail]

TEST BORING RECORD
RECEYVED
AUG '� 7 2009
RV
GeoEnYlron mental Resources,Inc. Geotehnical&Indundwater, Hazardous Materials,
Geotechnical 8 IndusUial Engineering Consultants
Boring No. VP-6
Shect No. I of 1
Project: P311 'Iasim ay/1'619 Van Pails/P688 Apron
GER Project Nwnbee 110-n031
Location: MCAS New 12iver, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
. Elevation (ft.): 21.0
Client: C. Allan Bannforth, Jr.
Drill Method: 3" Dlud Rotary
[']ovation
Depth
Lith-
olo(,ry
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
f� tit
it tit
T
0 25 50
m
Paveent - 3 inches asphalt, G inches
I
I
20
crushed stone
'I
Silty, Low Plasticity CLAY (Cl,)
i6
I
I
I
I
6
Stiff to firm, brown to light grey, with trace
-
to little tine sand
j
10
T
5
5
Q
j5
II!I
II
�t
1111
II
II
S
2
Z,e
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I
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4
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fine to medium with trace to little clay
Jam'
17
17
0
3
to
3
L
,
II
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5
15
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 germail@geronline,com

TEST BORING RECORD
T2ECETV ZID
AUG 1 9-W)
BY:
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
e Geotechnical & Industrial Engineering Consultants
Boring No. VP-7
-
Sheet No. 1 of 1
Project: P31I Taxiway/P619 Van Pads/P688 Apron
GER Project Number: I10-5031
Location: IMCAS New 12iver, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
Elevation (ft.): 21.5
Client: C. Allan BamCorth, Jr.
Drill Method: 3" Mud Rotary
Hlcv;nion
dt no
Depth
fi m
Lith-
ology
Material Description
Ground
,
N ❑Icr
ContmenLs
S
P
. T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
20
IS
—10
5
o
5
6
5
4
3
2
-2
5
111
15
20
25
-
_
I
2
3
4
5
6-1
7
s
9
Parement - 3 inches asphalt, 6 inches
crushed stone
-
i
z
z
+o
T
_
Silty SAND (SND
Looco, grey, fine to medium
5
I
Silty, Low Plasticity CLAY (CL)
Soft to very soft, grey, with trace fine sand
2
III
I
I
2
I
Silty SAND (SV1)
Very loose, grey, fine to medium
I
4
1
Silly, Loa' Plasticity CLAY (CL)
Finn, grey, with trace fine sand
I
Silly SAND (SM)-
Loose to firm, grey, fine to medium
8
f
\'
I
II
!
I
Boring terminated at 20 feet.
I
II
I_
I
_
-
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II11
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I
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1
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I
II
i
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I
II
I
II
1
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 [e-mail]

TEST BORING RECORD
RECEIV]�.�
? 200!)
LiV•
GeoEnVlronmental ResourceS Inc. Environmental,GroutrialErineerigConsultants,
� Geotechnical &Industrial Engineering Consultants
Boring No. VP-8
Shcct No. 1 of I
Projcct P311 Taxiway/11619 Ilan Pads/1'688 Apron
G E R Projcct Number: I10-5031
Location: MCAS New 12iver, NC
Drillcr: Fishburne
Date Drilled: 3/30/2009
Depth (Il 20.0
Elevation (ft.)- 21.5
Client: C. Allan 13amfor(h, Jr.
Drill Method: 3" Mud Rotary
.Elevation
0 m
Depth
ft m
Lith-
olo 6Y
Material Description
Ground
Water
Comments
S
P
T
Uncorrected -'
Penetration Resistance (blows/foot)
0 25 50
. 20
15
10
0
-5
6
5
4•
3
0
z
5
10
15
20
2
2
3
4
Pavement -3 inches asphalt, 6 inches
crushed stone
SZ
'
l
12
.I
1
u
-
�—
Silty Low Plasticity CLAY (CL)
Firm to very soft, brown to light grey, with
trace fine sand
\
8
I
II
6
III
3
I
I
I_L.
I
I
2
I
'I
I
10
. .
Slightb Silty SAND (SP-SM)
Loose io firm light grey, fine to medium
91
lit
III
1 I
120
I
I
I
Boring terminated at 20 feet.
_
I
I
i
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I
I
I
I
I
II
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GeoEnvironmental Resources, Inc 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 [e-mail]

TEST BORING RECORD
FRECEATED
G
GeoEnvlronlnenlal Resources Inc. Environmental, IndGroustrial Engineering
Resources, Geolechnical 8lndusVial Engineering Consultants
Boring No. VP-9
Sheet No. - 1 of I
Project: P311'Taxiway/P619 Van fads/P688 Apron
GER Project Number. 110-5031
Location: MCAS New River, NC
Driller: Rishburne
Date Drilled:-3/30/2009
Depth (ft.): 10.0
Elevation (f1.): 22.0
Client: C. Allan Barnforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
ft m
Lith-
olo g7�
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
20
I5
10
5
0
-'
6
4
3
2
0
_I
_,
_
III
5
2p
25
2-
g
6
7,l
1'a, ement - 3 inches asphalt, 6 inches
crushed stone
Q
7+I
I
!
L�l
!
I
I
I
I
1
Silts, Lnw Plasticity CLAY (CL)
Stiff to soft, brown to light grey, with once
fine sand
10
I
I
I
I!
II
1110
1'I
Ili
!
!III
I
II
I I
I I
III
I
I I
I
I
I
I
I
!!
IIIII
II
III
goring terminated at 10 feet.
I
I
I I
i
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I
I�
I
I
I
-,ill
II
I
II
III
II
'II
ILLL
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7
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ill
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GeoEnvironmenlal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 [e-mail]

TEST BORING RECORD
GeoEnvironmentalResources Inc. Environmental,IndutrialErineerigConsultants,
Resources, Geotechnical &Industrial Engineering Consultants
Borint,No. VP-10
Sheet No. I of 1
Project: P311 TaxiIra,v/P619 Van Pads/P688 Apron
GLR Project Number: 110-5031
Location: DICAS New River, NC
Driller: Fishburne
Date Drilled: 3/30/2009
Depth (ft.): 10.0
Elevation (ft.): 20.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
ft In°logy
Lith-
Material Description
Ground
Water
Comments
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
-
15
10
5
0
- 5
6
4
3
2
0
-2
-
10
S
20
2 5 _
2
3
4
5
6
7
8
91
Pavement- Asphalt 3 inches, crashed stone
Cinches
1
1
i
a
1
_
Silty, Loa Plasticity CLAY (CL)
Stiff to firm, brown to light grey, with trace
fine sand
T
_1I_._
113
— —
— I
_
Sit()'SAND ISM)
Loose. grey, fine'
1 6
I
Silry, Low Plasticity CLAY (CL)
Finn to soft, light grey, with trace fine sand
T I
I�
Ili
11
I
1
Boring terminated at 10 feet.
1
1
i
III
I�I
I
I
t
I
I
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I
i
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II
I
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1
I
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II
I
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
RECETVEID
BUG .11 ? Z009
BY:-
Environmental, Resources Inc. Environmental IndGroutrialE glneedngConsultantls,
e Geotechnical 8lndusVial Engineering Consultants
BoringNo. VP -II
Sheet No. I of I
Project: P311 'Taxiway/13619 %':in Pads/1'688 Apron
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drilled: 3/30/2009
Depth (ft.): 20.0
Elevation (ft.): 22.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
ft ❑t
Lith-
ology
Material Description
Ground
WaterP.
Comments
S
P
Uncorrected
Penetration Resistance blows/foot
0 25 ( _ ) 50
20
5
�10
0
5�
6
4
3
z
I
0
5
10
20
25
-
3
4—Very
5
<i
7
711
9
v
Pavement - Asphalt 3 inches, emshed stone
6inches
'
'
'
1
1 1
1
1
1!
111_
191
�
I
Silly, Low I'lasticky CLAY (CL)
Stiff to soft, brown to light grey, with trace
to little fine sand
'! 1
1
!
!
!
110
It
! I
I
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i
MIMI
I
I
s
I
III
I
I!
I__
I
I
I4•
I
I
I
I
I
I
I
I
Slightly Silly SAND (SP-SMp
loose to Finn, light grey, fine to
medium
1
!
2
•
i
I
I
II
�,
I
1
—
—
1
1i
_I,_(�_
f_r
II
_ T
I
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Boring terminated at 20 feet.
I
I
11
I
I
I
I
_
I
II
�
II
111
IIII
II
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LL
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it
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
RMCEYVE1
RUC, 2 `? 2009
BY*--
GeoEnvironmental Resources Inc. Geote hnical&Indutial Er, Hazardous Consultants
� Geotechnical Blndustrial Engineering Consultants
Boring No. VP-I2
Sheet No. I of 1
Project: P311 Taxiway/li %'an fads/P688 Apron
GER Project Number: 110-5031
Location: INICAS Ncry River, NC
Driller: Fishburne
Date Drilled: 4/15/2009
Depth (ft.): 30.0
Elevation (ft.): 165
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
ft In
Lith-
ology
Material Description
Ground
Water
Comments
S
p
T
Uncorrected
Penetration Resistance blows/foot
0 25 ( ) 50
15
'topsoil-5 inches
,
s
1-'--
-!4
1
1 1
1 1-�1I-�I
1
H1-
1-
Silty SAND (SDI)
Loose, grey, fine to medium with trace clay
Silly, Low Plasticity CLAY (CL)
q
Soo to vary soft, with trace organics Ss
grey,
sand
-3
0
3
5
2
_3
I
I
I
I
I
5
0
3
2
Z
111
I
I
I
1
4
"II
I —_
-
—1
1
1 1-1
_
0
0
IS
5
_I
''0
�1
_
_2
7
'
=
Silty SAND(SD1)
grm Loose, ey, fume to edm iuwith trace clay
-10
-3
2
x
-
1
7
_L
_
15
-4
30
9
Boring terminated at 30 feet.
-
5
10
I
I
ZO
-6
35
II
I
I
I
II
1
I
25
7
40
12
1
III
I
1
T
-x
13
I I
1
I
F
-
-
_30
45
-
1
-I
-
1I
-10
ISI-;-ttt-�
1
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
GeoEnvironmental Resources InC. Environmental, Groundwater, Engineering
� Geotechnical 8lndusirial Engineering Consultants
ConsuMateltants
Borin, No. VP-13
Shect No. 1 of 1
Project P311 '1'axirvay/1'619 Van Pa(Is/P688 Apron
GHR Project Number: 110-5031
Location: MCAS i\etr River, \'C
Driller. Fishbm•ne
Date Drilled: 4/15/2009
Depth (ft.): 30.0
Elevation (ft.): 17.
Client: C. Allan Hamforth, Jr.
Drill Method: 3" Mud Rotary
F,levatiun
11 m
Depth
R m
Lith-
ology
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
penetration Resistance (blows/foot)
0 25 50
S
10
5
0
_5
15
20
-
5
4
}
—
0
_2
-5
6
7
_g
5-Loose,
10
20
25
30
35
40
45
I
o
3
4�
5
6
7
9
10
I I
17
13
14
ISLh1
Topsoil - 5 inches-
�
'
'
a
5
4,
-6'i
Silty, Lore Plasticity CLAP (CL)-
Fiona to soft, grey to brown
1
1
1
TT�'-
-i�-�'
i
Silty SAND ISM)
grey, fine to medium with trace clay
1
Silty, High Plasticih' CLAY (CH)-
Soft, grey{
1
l
NO
Clayey SAND (SC)
Very loose to loose, grey, fine to medium
-3
-
-
1
1
I
I
I
II
_
1
1
1
Silty High Plasticity CLAP (CH)
Very soft, grey
-
_ 1
+5
+I
!
l
I
I
I
1
I
'
-
Siltv SAND (SJ1)
Loose to firm, grey, fine to medium with
trace clay
f' I
_
I I
-
I
I
Boring terminated at 30 feet.
C�
AUG
BY
l
1
1
-
1
1
1
1
I
_
1 1
I
1
1
11
1
+
1
1
1
-
1
II
ill'1
I
i.
1
-
I
I
1
11
ill
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 [e-mail]

TEST BORING RECORD
GeoEnVironlnental Resources Inc. Geotenmental, ndutnal Erg Hazardous Consultants
� Geotechnical &Industrial Engineering Consultants
Boring No. VP-14
Sheet No. I of I
Project: P311 'Taxiway/11619 Van Pads/1'688 Apron
GER Project Number. 110-5031
Location: MICAS New River, NC
Driller: Pishburne
Date Drilled: 4/15/2009
Depth (ft.): 30.0
Ilevation (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
ology
Material Description
Ground
water
Comments
6
p
Uncorrected
Penetration Resistance (blows/foot)
R m
ft III
T
0 25 50
IS
5
Topsoil - 5 inchesB
;
B
_
Silty SAND (S,M)
Loose, grey to brown, fine to mm ediuwith
trace clay
4
1
Silt, High Plasticity CLAY (CH)
-I(1
g
5
,Z
Soft,grey
-
1T1
I
-
(SD1)
Very loose to firm, grey to brown, fiiic to
Very loose
s
I
medium with trace clay
;—
-2
I0
3-
+EL
I
TII
5
4
o
-
Sandy, Low Plasticity CLAY (CL)
Very soft, grey to brown, with trace wood
1
15
fragments
i
0
ti
2
-t
{
_I
20
tj
,
5
7
,
p
I
_2
25
8
I
I
Sit SAND (SDI)'
Very loose, grey, fine to medium with trace
clay.---
-1-
_10
3
Silly SAND (SrA1)------ -----
Finn, light grey, fine to coarse with little
R clay
e
-TIT�I
9
gravel
r
IIII
,11
30
Boring terminated at 30 feet.
-1S
to
+-;-
I
-5
+I
I
I
-n0
-6
35
if
,
I
I
I T-I
I
7
40
■ry
.V2e1314
I
I
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I
-
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I
I
I
45
-
I
j
Ift
it_
I
_
-30
J
I
,
I
15
I
_
li
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I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials, -
Geo C' nvlronlnental Resources, Inc. Geotechnical 8 Industrial Engineering Consultants
Bur in b No. V P—I %
Sheet No. I of I
Project: P311 Taxiway/11619 Van fads/P688 Apron
GER Project Number: 110-5031 _
Location: N1CAS Nety River, NC
Driller: Fisltburne
Date Drilled: 4/15/2009
Depth.(ft.): 20.0
Elevation (fr): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" D1ud Rotary
Elevation
ft m
Depth
it m
Lith-
logy
67
Material Description
Ground
Water
Comments
S
T
uncorrected
Penetration Resistance (blows/foot)
0 25 50
I5
0
5
0
5
-lo
5
4
3
0
-3
10
15
20
25
I
2
3
4
5
6
7
9
Pavement - Asphalt 3 inches, crushed stone
6 inches -
r
e
z
I
2
1
I
!
_
Sandy, Low Plasticity CLAN' (CL)
Firm, grey to orange
IIII
I
II
I
Silty, Iligh Plasticity CLAN' (CH)
Finn to soft, grey
$_�
W-11-1
IT
_
Silty SAND (SNJ)
Very loose to fimt. grey, fine to medium
with trace clay
14.
7�i
II
—
111
t
I
III
16
I
II
I
I
_
Silty, High Plasticity CLAY (CH)
Very soft, grey
J
�t
0-
L
II
II
_L
I
i
Silty SAND (SMB_H
Very loose, grey, fine to medium with trace
chry
_
J
1
14
1
I
I
Boring lemtinated at 20 feel.
MCI
E-
I
!
I
I
T
—
I
I
7 I7
I.. -I
IL__
I—
5
!
-
I'
I'
!
_
!II
t
II
T
I
it
I
_I
1
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I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
Geo Envlron mental Resources Inc, Environmental, Groundwater, Hazardous Materials,
> Geotechnical & Industrial Engineering Consultants
Boring No. VP_15
Shect No. I of I
Project: P311 'r:aiway/P(19 Van fads/1'688 Apron
GER Project Number. 110-5031
Location: i\ICAS Nt•ty River, NNC
Driller: Fishburne
Date Drilled: 4/15/2009
Dcpth (ft.): 30.0
Elevation (ft.): 18.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" D7ud Rotary
Elevation
Depth
Lith-
ology
- Material Description
Ground
/
Water
Comments
3
I'
Uncorrected
Penetration Resistance (blows/foot)
ft m
R ❑t
T
0 25 50
Topsoil - 5 inches--L-
v
r -
5
fl
i
—{-i—M
Sandy, Low Plaslicily CLAY (CL)
Firm, grey to orange
9,
4
.
4;,111
11
E
silly, High Plasticity CLAN' (CID
a
—,-
-
—
T-
5
o
Soft, grey
�
Silly SAND (SD7)
Very loose to fine, grey, fine to medium
10
3
with trace clay
10
3
��
�._._
_J.1,
_
Slightly silty SAND (SP-SDI)
_
I
i.
_._f_.j._A�
23
-
2
Finn, light grey, fine to medium
I
I
5
4
Silty, High I'laslicih• CLAN' (CH)
0
Very soft, grey
0
a
II
II
I
15
5
I
I
I
I
;
PEAT
0
0
Very soft, dark brown, with little wood
.2
1
—
--
fragments
n6
-
6
-
t
-
x
Silly SAND (SDI)
_1
Very loose, grey, fine to medium with trace
—
clay
_I
5
7
x
_
_3
I
I
25
s
•
v'
rt
I
\I
;
I
-to
-3
— — — — — — — — — — — — — — — — — --
SilhSAND (SDI)
Sil(N
Firnt, light grey, fine to coarse with little
e
_
\_5q_J
—
-
gravel &clay
i
30
9
A
Boring tenninated at 30 feet.
!
15
to
iT
I
I
-20
-6
35
12
_
7
40
IT—1
T
I
I
I I
13RE
E
��
T
—
I.
I
5
45
14
A _
I
I
�
BY:
30
9
'
5
—I
I
I
I
—
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental IndGrouunalE ginee gConsudous ltants
� Geotechnical &Industrial Engineering Consultants
Boring No. VP-I6
Sheet No. 1 of
Project: P311 Taxiway/11619 Van Pads/P688 Apron
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Pishburne
Date Drilled: 4/1512009
Depth (ft.): 20.0
Elevation (ft.): I8.0
ChenC C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft nt
Depth
ft ❑t
Lblt-
ology
Material Description
Ground
Water
Comments
S
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
li
0
5
0
_5
5
q
3
2
I
0
-I
2
-3
5-
10
IS
20
2'
2—
3
4
5
6
7
V
Pavement - Asphalt 3 inches, crushed stone
6 inches
Q
°
s
o
o
74�
I
_3
I
II
as
I
I
III
II
Silty SAND(SM)
Firm to very loose, grey, fine to medium
I
0I
I
I
I
Sandy, Low Plasticity CLAY (CL)
Very soft to firnt, grey
I
!
I
I
I
z
I
—
II
I
61
Silly SAND (SND
Loose, grey, fine to medium
I
I
II
—
—
CFF
Silty, Illgh Plasticity CLAN' (CH)
Very soft, grey
-
I
}
1
j
Cr
Boring terminated at20 feet.
^UG
LBY:
—
i
I
l
I
f
I
I
I
#FT
IIfI
I
Illlil
77 —
I
I
I
I
ir�T
I
j
_
_
I
II
I
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 [e-mail]

TEST BORING RECORD
GeOEnvlron mental Resources, Inc, Environmental, Groundwater, Hazardous Materials,
Geolechnical 8lndusinal Engineering Consultants
Borin"No. VP-I8
Sheet No. 1 of I
Project: 11311 Taxiway/I1619 Van Pads/I'688 Apron
GER Project Number. 110-5031
Location: AICAS New River, INC
Driller: Fishburne
Dale Drilled: 4/15/2009
Depth (ft.): 20.0
Elevalion (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
fl III
Depth
ft III�'
Lith-
olo�
Material Description
Ground
Water
Comments
S
P
T
Unconnected
Penetration Resistance (blows/(ooQ
0 25 50
I5
°
—5
0
5
o
5
q
3
2
0
_2
_3
0
15
2°
25
_moiml
2
3
4
5
7
s
9
Pavement- Asphalt 3 inches, crushed stone
inches
Q
'7 �(�`.')
D
a
a
18i
I I
I
1
I
I
1 1
1 1
1 1 1
T
I
Silty SANU (SA1)
First grey, fine to median
1
%i
Sandy, Low Plasticity CLAY (CL)
Fimi to very soft, grey
f
I
I
I
I
z
�I
I
11
nL
�l
II
i
Silty SAND (SM)
Finn, grey, fine to medium
J
20
Silly, High Plasticity CLAY (CH)
Very soft, brownish grey
I
—
1
I
II
I
`
0I 1
y .1��
PEAT
Very soft, dark brown, with ]into wood
fragments
I
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Boring terminated at 20 feet.
RECETV
.AUG ..
BY:
11
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11
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
GeoEnvironmental Resources Inc. Envlronmeotal,crostrial ngineeringCsMuitants,
� Geolechnical 8 Industrial Engineering Consultants
Boring No. VP-19
Shect No. 1 of 1
Project: P311 TaciwaYM619 \':m fads/P688 Apron
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Irisliburne
Date Drilled: 4/15/2009
Depth (ft.): 20.0
Elevation (1): 17.5
Client: C. Man Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft In
Depth
ft in50
Lith-
ologry
Material Desenpnon
Ground
Water
Comments
S
Uncorrected
ll Penetration Resistance (blows/foot)
15
I O
5
0
5
0
5
4
3
2
0
_I
-2
3
5
10
15
zo
25—
3
4
5
6
7
e
Pncemnnt - Asphalt 3 inches, crushed stone
6 inches
'
1
I
Silty SAND (SND
Firm, brown to light grey, with trace clay
I
B51
!
�l
�1
I
...
II
I
I
Illill
Silly, Luw Plasticity CLAY (CL)
Finn to soft, brown to light grey, with trace
fine sand
-
Sil" SAND (SAD,
Very loose, brown fine to medium, with
trace clay
Silty, High Plasticity CLAP (CH)
Very soft, grey, with trace fine sand
I
I
I
1
I
II
0
I
III
!
i
I
Silty SAND (SM)
Firer, grey, fine to medium with trace clay
!
I
Boring terminated at 20 feet.
Cm
G .J '? 20(9
7BY:
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11
it
11
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 [e-mail]

TEST BORING RECORD
GcoEnvironlrlental Resources Inc. Environmental, Groundwater,
Geolechnical B Industrial Engineering Consultants
Boring No. VP-20
Sheet No. I of 1
Project: P311 Taxiway/P619 \'an Pads/P688 Apron
GER Project Number: 110-n031
Location: NICAS Nero River, NC
Driller: Fishburne
Date Drilled: 4/15/2009
Depth (ft. 10.0
I:Icvation (ft.): 180
Client: C. Allan BariJr.
Drill Method: 3" Mud Rotary
Elevation
ft �»
Depth
p
g m
Lith-
olo 6'Y
Material Description
Ground
Water
Comments
S
P
'r
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
S
10
0
--to
5
4
3
2
0
-'
_3
0
15
2 0
'S
'-
3
4
s
9
-Asphalt 3 inches, crushed stone
G Inehea
6 inches
SZ
-
�
6
a
o�
1
I
-1 1
—14
!
1
_1
I
1
I
1
!
1
_
_
Silty SAND (SAD
Fimt , grey, fine to medium
Clancy SAND (SC)
Fimi, grey, fine
Sit,, Lmv Plasticity CLAY (CL)
Finn to soft, light grey, with trace fine sand
I
I
II
I
Silts SAND ISM)
Very loose, grey, fine to medium
I
Boring terminated it 10 feet. -
'
AUG
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I
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]

TEST BORING RECORD
Geo Environmental Resources :Inc. Environmental, Groundwater, Hazardous Materials'
> Geotechnical & Industrial Engineering Consultants
Boring No. VP-21
Sheet No. 1 of I
Project: P311 Taxiway/11619 Van Pads/P688 Apron
GER Project Number. 110-5031
Location: NICAS New River, NC
Driller: Fishburne
Date Drilled: 4/15/2009
Depth (ft.): 10.0
Elevation( t.): 18.5
Client: C. Allan Barnforlh, Jr.
Drill Method: 3" D7ud Rotary
Elevation
ft m
Depth
ft m
Lit
Lith-
( Material Description
Ground
Water
Comments
S
l'
T
Uncorrected
Penetration Resistance (blows/foot)
0 25 50
5
0
_
5
0
5
4
3
2
0
_2
t°
15
-0-�
25
-
2
g
4—
5
7
v
1'avemmtt-Asphalt 3 inches, crashed stone
6inches
�
D
13
"
,
'
I
1..
I
_
I
I
I
-
T-
Silh SAND (SM)
Pinn to loose, grey, fine to medium
i
li
Silh, Low Plasticity CLAY (CL)
Firm to soft, light grey, with trace fine sand
4
II
I
-
Silty SAND (SM)
Very loose, grey, fine to medium
j
T
Boring terminated at 10 feet.
I
I
I
II
C
I
I
I
I
t
I
I
I
i
I
i
i
I
I
I
II
-
411-
-
1
I
I
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757,163-3200 [e-mail]

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
e Geotechnical 8 Industrial Engineering Consultants
Boring No. VP-22
Sheet No. I of I
Projecl: P311 Taxiway/1'619 van Pads/1'688 Apron
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: t;ishburne
-Date Drilled: 4/15/2009
Depth (ft.): 20.0
Elevation ((i): 18.0
Client: C. Allan Bamforth, dr.
Drill Method: 3" Alud Rotary
Elevation
ft m
Depth
It m
Lith-
Logy
-
Material Description
Ground
Water
Comments
S-
P
T
Uncorrected
Penetration Resistance (blows/foot)
0 -5 50
—15
10
5
0
5
5
4
3
2
(
5
I0
15
20
25
1
g
4
5
6
7
$
9
Pavement- Asphalt 4 inches, crushed stone
inches
5
}
a
,
�
5�
12
I_
I
_I
I
r
sng� SAND (snt>
Firm to loose, grey, fine to medium
Siltp, High Plasticity CLAY (CID_
Finn to soft, grey
I
_
I,• l
ITI1
1
lil
I
Silty SAND (SAD
Very loose to loose, grey, fine to medium
with trice clay
3 l
I
�,71
Ii
I
Silty, High Plasticity CLAY (CH)
Very soft, grey
-2
i'
_
III
I
I
sill SAND (SM)
Loose, grey, fine to coarse
T
II
I
III
I
II
'
I
I
I
I
I
I
I
I'I
i
`I
—
it
Boring terminated at 20 feet,
AUG
BY:
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I
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I
I
I
II
I111
!
I
II
I
I
I
III
Il
li
I
I
I
III
I
I
III
III
I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 [e-mail]

TEST BORING RECORD
GcoEnvirnnnlental Resources Inc. Environmental, Groundwater, Hazardous Malas,
e Geotechnical &Industrial Engineering Consultants
13orinS No. VP-23
Sheet No. 1 of
Project: P31 I TasiNvay/1'619 A'an Pads/P688 Apron
GER Project Number 110-5031
Location: MICAS New 12iver, NC
Driller: Pishburne
Date Drilled: 4/15/2009
Depth (ft.): 15.0
Elevation (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
0 m
Depth
IIIologry
Lith-
Material Descnption
Ground
water
Commene;
S
N
Uncorrected
0 penetration Resistatce(blows/Coot) 5(1
5
0
5
0
-5
Ll
4
3
0
-
5
10
I5
20
25
'--
7
�
-
5
G
7
"
Topsoil - 6 inches
V_
000
=
_
�,
I
[
Slightly Silly SAND (SDI)
Loose to firm, orange to grey, fine to
medium
I�
,3�I
11
Silty, High 1'laslicily CLAY (CID
Soft to vesoft, grey
r
I
I
14,
JI
I
-2
�(I
2 1
1
�
I
I
!
I
;
I
I
I
I
Boring terminated at 15 feet.
AUG ti "
B
Y:I.9ii
III
I
III
I
I
I
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..
I
i l
I
I
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-
I
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--
111
IIIII
I
III
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 [e-mail]