SW8091113_HISTORICAL FILE_20100413

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Oq 1113
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 \ o C�` kt 3
YYYYMMDD

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
April 13, 2010
Carl H. Baker, P.E., Deputy Public Works Officer
Commanding Officer, Marine Corps Base, Camp Lejeune
Building 1005 Michael Road
MCB Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 091113
P 688 Apron Expansion Phase II
High Density Commercial infiltration Basin Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for
P 688 Apron Expansion Phase II on March 16, 2010 with additional information submitted on March 24,
April 1, and April 9, 2010. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A
NCAC 2H.1000. We are forwarding Permit No. SW8 091113 dated April 13, 2010, for the construction of
the subject project.
This permit shall be effective from the date of issuance until April 13, 2020, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
M.J. Naugle, or me at [phone].
Sincerely,
t'
/
)Georgette Scott
Stormwater Supervisor
Division of Water Quality.
GDS/mjn: S:\WQS\STORMWATER\PERMIT\091113 apr10
cc: Anna Lee Bamforth, P.E., C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
757-627-7079,fax: [phone]
Onslow County Building Inspections
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 NorthCarolina
Internet: www.nmaterquality.org a'atura //y
An Equal Opportunity\ Affirmative Action Employer (/ y!L K` "

State Stormwater Management Systems
Permit No. SW8 091113
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer and the US Marine Corps Base, Camp Lejeune
P 688 Apron Expansion Phase 11
Curtis Road, Camp Lejeune, Jacksonville, Onslow County
FOR THE
construction, operation and maintenance of one (1) infiltration basin in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter collectively and
separately 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 April 13, 2020, and shall -be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.8 on page 3 of this permit. The stormwater control has been
designed to handle the runoff from 2,439,933 square feet of impervious area.
This basin must be operated with a 50 foot vegetated filter, designed to pass the peak
flow from the 10 year storm in a diffuse and non -erosive manner.
The tract will be limited to the amount of built -upon area indicated in Section 1.8 of this
permit, and as shown on the approved plans. There is no built -upon area for the
allocated for future development. Any additional BUA requires approval of a permit
modification.
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 runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 091113
The project shall provide a 50 foot wide vegetated buffer adjacent all surface waters,
including impounded structures, streams, rivers, and tidal waters.
The following design criteria have been permitted for the infiltration basin and must be
provided and maintained at design condition:
a.
Drainage Area, acres:
59.41
Onsite, ft2:
2,587,759
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
2,439,933
Onsite, ft2:
2,439,933
Offsite, ft2:
0
C.
Design Storm, inches:
1.5
d.
Basin Depth, feet:
6
e.
Bottom Elevation, FMSL:
11
f.
Bottom Surface Area, ft2:
160,218
g.
Bypass Weir Elevation, FMSL:
12.8
h.
Permitted Storage Volume, W:
291,198
i.
Predevelopment 1 yr 24 hr peak flow, cfs:
40.81
j.
Post -development 1 yr 24 hr peak flow, cfs:
130.41
k.
Type of Soil:
sand
I.
Expected Infiltration Rate; in/hr:
5
M.
Seasonal High Water Table, FMSL:
9
n.
Time to Draw Down, hours:
5
o.
Receiving Stream/River Basin:
New River / White Oak
P.
Stream Index Number:
19-17-(6.5)
q.
Classification of Water Body:
"SC:HQW:NSW"
Ill. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
5. 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. 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 091113
Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of person performing the work and what actions were
taken.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
12. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
2. This permit is not transferable to any person or entity except after notice to and approval
by the Director. At least 30 days prior to a change of ownership, or a name change of
the owner or of the project, or a mailing address change, the permittee must submit a
completed and signed Name/Ownership Change form to the Division of Water Quality,
accompanied by the appropriate documentation as listed on the form. The approval of
this request will be considered on its merits and may or may not be approved.
3. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request.
4. 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 091113
5. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
6. 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.
7. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
8. The permit issued shall continue in force and effect until revoked or terminated. 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.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2008-211, Title 15A NCAC
2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the thirteenth day of April 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
far Coleen 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 091113
P 688 Apron Expansion Phase II
Stormwater Permit No. SW8 091113
Onslow County
Page 1 of 2
Desianer's Certification
I, , as a duly registered in the State of
North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 091113
Page 2 of 2
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 7 of 7

. ... DWQ. USE ONLY:. . ... '. .. .
Date Received
Fee Paid
Permit Number
0,9 4 286.55
s go
Applicable Rules: ❑ Coastal SW -1995 V Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form nay be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P688 APRON EXPANSION PHASE II
2. Location of Project (street address):
Curtis Rd. between Longstaff St. and Perimeter St.
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
Route 17 to Curtis Rd., Curtis Rd. to Longstaff St.
4. Latitude:34° 42' 41" N Longitude:77° 26' 11" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.lf 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 ®Sedimen tation/Erosion Control: 58.3 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:N/A
J `
MAR 1 2 2010
Form SWU-101 Version 07July2009 Page 2 of 6 BY. PesS _ P

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: Commanding Officer Marine Corps Base Camp Leieune
Signing Official & Title:Carl H. Baker P E Deputy Public Works Officer
b. Contact information for person listed in item I a above:
Street Address:Building 1005 Michael Road
City:MCB Camp Lejeune
Mailing Address (if applicable):
Phone: (910 ) 451-2213
Email:[e-mail]
State:NC Zip:28547
State:
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
City:
Phone: ( )
State:
Fax:
'Lip:
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organization:David Towler
Signing Official & Title:Civil Design Branch
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division Bldg 1005
City:Camp Lejeune State:NC Zip:
Phone: (910 ) 451-3238 ext. 3284 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of
Phone #:
MAR1%2010
Form SWU-101 Version 07July2009 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, hLLefly summarize how the storm water runoff will be treated.
The apron will be provided with 4-foot wide x 2300-foot long trench drains flowing from north to south. At
the southern end of the apron the trenches will discharge into a structure The flow from the structure will
discharge into orifices that will provide multiple inlets into an infiltration basin to treat 1 1/2-inches of runoff
from the apron Excess flow will be directed to existing ditches that will be improved to allow flow to the
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 II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 59.4 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:59.4 acres
Total project area shall be calculated to exclude thefollowing: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of [lie NHW (or MHW) line nay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have?] (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.
1Vr'n
IMAR 1 2 2010
Form SWU-101 Version 07July2009 Page 3 of 7

BasIinInformation -
`Drairia'e'Areal_I
Drainae'Aiea�,..'.DrainaeAPe'a,
DrainaeArea'a'
Receiving Stream Name
New River
Stream Class *
SC;HQW;NSW
Stream Index Number *
19-17-(6.5)
Total Drainage Area (so
2,587,759
On -site Drainage Area (so
2,587,759
Off -site Drainage Area (so
0
Proposed Impervious Area** s
2,439,933
Impervious Area** (total)
1 94
Im `ervrous':F;Surface Area:.Drainage'
Area T-
;,Drains e'Area 2 .
'Diaina'e'Are'a 3
Area � `
On -site Buildings/Lots (so
0
_Drainage
On -site Streets (so
0
On -site Parking (so
0
On -site Sidewalks (so
0
Other on -site (so
2,439,933
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
2,439,933
Stream Class and Index Number can be determined at: h�://lt2o.enr.state.ncats/bims/reports/reportsm.html
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 remain after development. Do trot report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office stafflo check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stnrinwater 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
fromhn://h2o.eiir.state.nc.us/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 h!V://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 http://l12o.enr.state.nc.us/su/msi mal2s.htrn.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp-forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. & Lrj
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants NZA
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M kA
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to A Lh
http://www.envhelp.org_/pages/onestopexpress.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'Z_�A clo1
I MAR i Q 2010
Form SWU-101 Version 07July2009 Page 4 of 7

5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor ALA
-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 At -A
receiving stream drains to class SA waters within 1h mile of the site boundary, include the'/z
mile radius on the map.
7. Sealed, signed and dated calculations. Ate
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: ALA
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify AL.
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"xl l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
HA
N! A
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 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://www.secretary.state.nc.us/CorRoraLions/CSearcb.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
fittp-//h2o.enr.state.nc.us/su/bmp 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 oa�rtyTlo
MAR 12 Z0
Form SWU-101 Version 07July2009 Page 5 of 7

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth
Consulting Firm: C. Allan Bamforth Jr.,Engineer-Surveyor Ltd
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: (757 ) 627-7079
Email:[e-mail]
Fax: (757 ) 625-7434
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 bas been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe 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 be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signatu
I, , a Notary Public for the State of , County of
do hereby certify that
before me this _ day of
personally appeared
, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-101 Version 07July2009 Page 6 of 7
I �:1VLlj
LYMAR 1 2 2010

t' ,
X. APPLICANT'S CERTIFICATION
I, (print or type name of person fisted in Contact Information, item 2) Cart 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 ants will be recorded, and that the proposed project complies with the requirements of the
applicable storrriafer rules unjer 15,,VNSSf1C 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211,
Signature Date:
a Notary Public for the State of _J� "f�� ��w> County of
UII1,r'n✓ do hereby certify that li/l personally appeared
before me this 7�day of d w'L' , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
ALICE A BONNE"E
Notary Public
OnSIOW County
State of North Carolina
Commission Exotre, n,, o,
SEAL
My commission expires 4)/%4
FormSWU-101 Version07Ju1y2009
Page 7 of 7 MAR 1 2 2010
RX:

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CITY OF JACKSONVILLE
P.O. Box 128
Jacksonville, NC 28541-0128
LPO: John P. Collins, Fran Hunter, Kelly Gurganus, Jeanette Hall, Pat Donovan -Potts, Tami
Dubois
TELEPHONE: [phone]
FAX: [phone]
E-mail: icollinsoci.iacksonville.nc.us, fhunteri&ci.iacksonville.nc.us,
kgurganusOci.lacksonville.nc.us, ihall((Dci.iacksonville.nc.us, tdubois(&ci.iacksonville.nc.us ,
pdon ovan-potts((Dci. i ackso nvi I le. n c. us
COUNTY OF PAMLICO
P. O. Box 776
Bayboro, NC 28515
LPO; Skip Lee, Amy Spruill, Ray Bennett
TELEPHONE: [phone]
FAX: [phone]
Email: pamlicobifthotmail.com
SOUTHERN DISTRICT
DISTRICT MANAGER: Steven H. Everhart, PhD
Telephone [phone]; E-mail Steve.Everhart( ncdenr.gov
MINOR PERMIT PROGRAM COORDINATOR: Ed Brooks
Telephone [phone]; E-mail Ed.Brooks(&ncdenr.gov
FIELD REPRESENTATIVES:
Heather Coats - Telephone [phone]; E-mail Heather.Coats(a)ncdenr.gov
Holley Snider - Telephone [phone]; E-mail Hollev.Snider(gD_ncdenr.gov
Jon Giles-Telephone.[phone]; E-mail Jon'.Giles(g2ncdenr.gov
Debbie Wilson - Telephone [phone]; E-mail Debra.Wilson(aancdenr.gov
DISTRICT COMPLIANCE & ENFORCEMENT REPRESENTATIVE:
Tara Croft - Telephone [phone]; E-mail Tara.CrofKfi,)ncdenr.gov
EXPRESS PERMIT COORDINATOR: Jason Dail -Telephone [phone];
E-mail Jason.Daii(a)ncdenr.gov
DISTRICT PLANNER: Mike Christenbury -Telephone [phone];
E-mail Mike.Christenburypncdenr.gov
ENVIRONMENTAL TECHNICIAN: Shaun Simpson (District LPO Coordinator)
Telephone [phone]; E-mail Shaun.Simpson(&ncdenr.gov
ADMINISTRATIVE ASSISTANT: Thekla Spencer - Telephone [phone];
E-mail Thekla.Spencer(&ncdenr.gov
DENR, Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
COURIER: 04-16-33
TELEPHONE: [phone]
FAX: [phone] (DCM Office) or [phone] (DENR)
JURISDICTION: (by County, including all Towns within these Counties: Brunswick,
New Hanover, Onslow (below New River Inlet), Pender]
COUNTY OF BRUNSWICK
P. O. Box 249
Bolivia, NC 28422
LPO: Connie Marlowe
TELEPHONE: [phone] (or) [800-621.0609]
FAX: [phone]
E-mail: cmarloweebrunsco.net

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET
Dee Freeman, Secretary
Date: ZI 13 — /e, No. Pages (excl. cover):
To: �i1i/A LEE �Am�o 7ft From: Jo Casmer
Co: C ���Rn . �A/�7FyrT�i �� 6j • Phone: [phone]
Fax: �7I 7S *% — ,i� ZS 7 Z13 Fax: [phone]
Re:
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127 Cardinal Drive Extension, Wilmington, NC 28405 a [phone] • An Equal Opportunity Affirmative Action Employer

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Conway, Jean_: , ._
_. _ _ 144 _ WQ
Desk $495.00
W
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-
2- Bookcases
Dell Computer with Flat Screeni ' $5,000.00
1- Surge Protector $50.00
-Desk Chair
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Sid -
Hammers, Angela-
144 WQ
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2 drawer file cabinet
4 drawer file cabinet
1 bookcase
Del computer
Toshiba phone
Digital camera
dry erase board
surge protector
chair mat
--trash
can_. .
4-5 drawer files
7-4 drawer files
computer table
2 printers
__..._140_.. WQ _._.__. ._...
- Vacant _ 315. ._. ....WQ .
Files 214 WQ
_ 20
$796.00
$1,715.00
$300.00
$1, 000.00

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET
Date: 7 —I3-2,0 /D
To: GA/L '�A/iB 4e—
Co:B,LCAm P LE.TEd/1 E
Fax: 9io — 'TSI
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(fed— `.4 "-01
Dee Freeman, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: (910)•796-7336
Fax: / [phone]
oov i'01 liar' L
127 Cardinal Drive Extension, Wilmington, NC 28405 a [phone] a An Equal Opportunity Affirmative Action Employer

INFILTRATION BASIN ANALYSIS requires input by reviewer
FILENAME: s:\wqs\stormwater\excel spreadsheets\inbasin\091113
PROJECT NUMBER: SW8 091113
PROJECT NAME:
P688 apron exp PH II
REVIEWER:
mjn
Basin 1
Receiving Stream
new river
River Basin
white oak
Index Number
19-17-(6.5)
Classification
SC;HQW:NSW
IMPERVIOUS AREA CALCULATION
Buildings 0
Parking & Streets 0
Concrete & SW 2,439,933
Other/Future 0
TOTAL 2439933
VOLUME CALCULATION
First Run Date:
Last Modified:
Tt4a�\K you
23-Mar-10
Cc
Drainage Area = 2,587,759
sf
Drainage Area (acres) 59.41
acres
% Impervious, 1= 94.29%
Cc= 0.01
Rv= 0.90
SHWT Elev.= 9.0
fmsl
Infiltration Rate, In/hr = 5.0
in/hr
Bottom Elevation= 11
fmsl
Bottom Surface Area = 160,218
sf
Top/Storage Elevation = 12.8
fmsl
Top/Storage SA = 165,415
sf
Design Storm = 1.5
in
Design Volume = 290666
jcf
Total Volume Provided= 293070
cf
Storage met at elevation= 12.79
fmsl
Time to Draw Down = 4.35
Ihrs.
COMMENTS
Volume and drawdown are ( ) within Design Requirements.

Channel Report
Hydrafiow Express Extension for AutoCADD Civil 3D® 2009 by Autodesk, Inc
BMP Bypass Channel Report
Triangular
Side Slopes (z:1)
= 7.80, 6.50
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 7.60
Slope (%)
= 0.30
N-Value
= 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 20.65
Elev (ft)
12.00
MOM
o
8.00
Mt1In
AID]
Section
Thursday, Apr 8 2010
Highlighted
Depth (ft)
= 1.30
Q (cfs)
= 20.65
Area (sqft)
= 12.08
Velocity (ft/s)
= 1.71
Wetted Perim (ft)
= 18.77
Crit Depth, Yc (ft)
= 0.88
Top Width (ft)
= 18.59
EGL (ft)
= 1.35
RECEIVED
APR 0 9 2M
BY:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Depth (ft)
4.40
3.40
2.40
1.40
0.40
-1.60
Reach (ft)

P688 Apron Expansion Phase 11, MCAS New River
BMP Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
10/09
ATM
Basis of Design: The new apron pavement, future apron pavement and a portion of the taxiway
drains to the new BMP. The apron area will go through an oil/water separator before it enters
into the basin. The bypassed area drains to an existing ditch. The BMP is designed for the
quality volume. Quality volume was determined using the runoff volume from the first inch and
a half of rain, to drain in less than 5 days. Calculations have also been performed using the (-
year, 24- hour storm, Soil Group A. Time of concentration was found using Seelye's Chart for
overland now, Kirpich Chart for overland flow and Mannings Equation for pipe flow with n =
0.013.
The BMP design is an infiltration basin and was sized with the Haestad Methods "PondPack"
software. It is in conformance with North Carolina Division of Water Quality "Stormwater Best
Management Practices Manual, July 2007".
Predevelopment:
Total Area— 59.4 acres
Impervious = 8.5 acres
Grass = 50.9 acres
Time of Concentration
Total Tc = 35 minutes
Runoff Volume (1-yr, 24-hr storm)
q = 40.81 cfs
Postdevelonment:
Area — 59.4 acres
Impervious — 56.00 acres C = 0.95
Grass — 3.40 acres C = 0.30
Time of Concentration
Seelyc's Chart for Overland Flow:
T,= 10 minutes
RECEIVED
Page 1 APR 0 9 2010
6Y:4, s olm��j

P688 Apron Expansion Phase 11, MCAS New River
BMP Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Mannings Equation for Pipe Flow:
L = 2388 Velocity = 2.5 ft/sec T, = 13 minutes
Total T, = 23 minutes
Temporary Water Quality Volume Required
10/09
ATM
Use "Simple Method" by Schueler to Determine Runoff Volume for One and a Half -Inch Storm
Over Site:
Site Area = 2,587,759 sf
Impervious = 2,439,933 sf
Runoff Coefficient = Rv = 0.05 + 0.009(I)
I = Percent Impervious = 2439933/2587759 = 94%
Rv = 0.05 + 0.009(94) = 0.90 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.90 in/in) x (59.4 acres) = 6.68 ac-ft
Infiltration Trench Drawdown
A = V/2KT
V = volume A = Area K = infiltration rate = 5 in/hr T = time
160218 sq It = 291,123/(2 x 5 x T)
T = 0.18 days
Runoff Volume (l-yr, 24-hr storm)
q = 130.41 cfs
Summary of Results:
Required Storage for Temporary Water Quality Pool = 6.68 ac-ft
Water Quality Elevation in Basin = 12.80 feet, Volume = 6.69 ac-ft
Page 2 R7-,CEIVED
APR 0 9 2010
By! � i3 0�1 I I I

Naugle, Mary
From: Gregory L. Herron [[e-mail]]
Sent:. Thursday, April 08, 2010 4:54 PM
To: Naugle, Mary
Subject: Possibly spam: RE: P688 APRON EXPANSION PHASE II, SWO8 091113
Attachments: BMP Bypass Channel Report_040710.pdf; BMP_rev 040710.pdf
Mary Jean,
1. Please help me find the page in the calculations which demonstrates that the bypass flow to the vegetation is non -
erosive flow[between 2 —5 fps depending on the type of grass BMP table 14-21. According to the calculations there is 20
cfs at the 10 year storm to a 14 ft wide bottom swale. BMP 13.3.5] Although there is a dissipater, 20 cfs is high.
v11 have attached a BMP Bypass Channel Report indicating the velocity of 1.71 ft/s for a Q of 20.65 cfs. This does not take
in to account the energy dissipaters in the channel.
2. Please verify the water quality elevation reported in the calculations on page 2 on the bottom line. It lists 22.8 ft
and the supplement is 12.8. [possibly a typo].
/You are correct, the water, quality elevation in the BMP should read 12.8. 1 have attached revised BMP calculations.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glh(cDbamforth.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 11:38 AM
To: Gregory L. Herron
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Gregory;
Please provide the following additional information:
1. Please help me find the page in the calculations which demonstrates that the bypass flow to the vegetation is
non -erosive flow [between 2 —5 fps depending on the type of grass BMP table 14-21. According to the
calculations there is 20 cfs at the 10 year storm to a 14 ft wide bottom swale. BMP 13.3.5] Although there is a
dissipater, 20 cfs is high.
2. Please verify the water quality elevation reported in the calculations on page 2 on the bottom line. It lists 22.8
ft and the supplement is 12.8. [possibly a typo].
Please provide within 5 working days.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality

Naugle, Mary
From: Naugle, Mary
Sent: Wednesday, April 07, 2010 11:38 AM
To: 'Gregory L. Herron'
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Gregory;
Please provide the following additional information:
1. Please help me find the page in the calculations which demonstrates that the bypass flow to the vegetation is
non -erosive flow [between 2 — 5 fps depending on the type of grass BMP table 14-2]. According to the
calculations there is 20 cfs at the 10 year storm to a 14 ft wide bottom swale. BMP 13.3.5] Although there is a
dissipater, 20 cfs is high.
2. Please verify the water quality elevation reported in the calculations on page 2 on the bottom line. It lists 22.8 ft
and the supplement is 12.8. [possibly a typo].
Please provide within 5 working days.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart' naugle @ncdenr. goy
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 11:07 AM
To: Naugle, Mary
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Your welcome. Do not hesitate, I'm here to assist with whatever you need.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glh(obamforth.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 11:03 AM

To: Gregory L. Herron
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Thank you
I had to nickel and dime you, but ...
It really expedites the review when you can answer my questions as we go....
Appreciate it !
Mary Tean Naugle
NC DEAR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar .naugle@ncdenrgov
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 10:28 AM
To: Naugle, Mary
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Mary Jean,
You are correct. The P311 sedimentation calcs should not be included in the Apron calcs.
I have attached a revised set of Apron Calcs.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glh(obamforth.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 10:09 AM
To: Gregory L. Herron
Subject: FW: P688 APRON EXPANSION PHASE II, SW08 091113
Gregory;
Please confirm that Pg 13 of apron calcs should not be in this set. It is the sediment calcs for P311.
Thank you,

Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardmal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mary.nauole@ncdenr.00v
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, March 24, 2010 5:10 PM
To: Naugle, Mary
Subject: P688 APRON EXPANSION PHASE II, SW08 091113
Mary
Please find attached our responses to comments for the P688 Apron Expansion Phase II project.
Do not hesitate to contact us should you have any questions or require additional information.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434fax
glh(a)bamforth.com

Naugle, Mary
From: Gregory L. Herron [[e-mail]]
Sent: Wednesday, April 07, 2010 10:28 AM
To: Naugle, Mary
Subject: RE: P688 APRON EXPANSION PHASE II, SW08 091113
Attachments: Apron Calcs_rev 040710.pdf
Mary Jean,
You are correct. The P311 sedimentation calcs should not be included in the Apron calcs.
I have attached a revised set of Apron Calcs.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glh(o)bamforth.com
From: Naugle, Mary [mailto:[e-mail]]
Sent: Wednesday, April 07, 2010 10:09 AM
To: Gregory L. Herron
Subject: FW: P688 APRON EXPANSION PHASE II, SW08 091113
Gregory;
Please confirm that Pg 13 of apron calcs should not be in this set. It is the sediment calcs for P311.
Thank you,
Mary Jean 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
[e-mail]
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, March 24, 2010 5:10 PM
To: Naugle, Mary
Subject: P688 APRON EXPANSION PHASE II, SWOB 091113

y� Wuoq'r
C. ALLAN BAMFORTH, JR.
® Q ENGINEER -SURVEYOR, LTD.
OFFICE: MAILING ADDRESS
2207 14AMPTON BLVD. P.O. Box 6377
NORFOLK, VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAx:[phone]
E-mail: [e-mail]
To: NCDENR
127 North Cardinal Drive
Wilmington, NC 28405
WE ARE SENDING YOU
THE FOLLOWING ITEMS: 2 Attached
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
LETTER OF TRANSMITTAL
DATE: March 31, 2010
JOB 08.041
ATTN: Mary Jean Naugle
RE: P311 Parallel Taxiway and
P688 Apron Expansion Phase
11, MCAS, New River, NC
❑ Under separate cover via
❑ Plans
❑ Reports
❑ Calculations
Rl Other
COPIES DATE I NO. I DESCRIPTION J
1 I ORIGINAL FILTER STRIP, LEVEL SPREADER O&M AGREEMENT
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For Your Use 0 For Approval ❑ Shop Drawing Action as Noted
Z As Requested ❑ For Review & Comment
REMARKS:
COPY TO:
Anna Lee Bamforth, P.E., L.S.

Naugle, Ma
From:
Sent:
To:
Subject:
Attachments:
Mary Jean,
11 X0
Gregory L. Herron Ih bamforth.com]
Monday arc 9, 201 4:21 PM
Naugle, ary
RE: SW8 091113 P 688 Apron Expansion Phase II - additional information request "updated"
March 23, 2010
Signed Filter Strip OM.pdf
Please find attached a copy of the signed Filter Strip / Level Spreader O&M Agreement.
I will forward the original by express mail.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glh(a)bamforth.com
From: Naugle, Mary .nau [e-mail]] �T
Sent: Tuesday, arch 23, 2010 12:22 PM 1
To: Andrea Murden; Anna Lee am ort ; Gregory L. Herron
Subject: FW: SW8 091113 P 688 Apron Expansion Phase II - additional information request "updated" March 23, 2010
Please provide the following additional information:
1. Please provide the Operation and Maintenance Agreement for the Level Spreader/Energy Dissipater
and Vegetated Filter Strip. The supplement was provided with submittal, but we need a signed and
dated 0&M.
2. Please include a 50 foot distance from surface waters on the supplement in accordance with the 2008
rule. Please update page 2 of the supplement on the 4" line down.
3. Please submit a separate set of calculations for each permit:, the P311 project separate from the P688
project. I cannot get the documents straight and I e-mailed several times to Greg on Friday with many
questions; but since some of the pages are mislabeled on the title and the pages are not in sequence for
each permit application — I cannot complete the review of the calculations. I cannot finish the review
until the calculations are provided separately. You may submit these electronically.
Please submit within 5 working days of receipt of this memo.
Thank you,
Mary Jean 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
mar ,[e-mail]
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.

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
1 will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will be:watered twice weekly if needed until the plants become established,,,,.
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC, 1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and time will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire filter strip
Trash/debris is present.
Remove the trash/debris.
system
The flow splitter device
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if_damage is too large for
repair.
Form SWU401-1-evel Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3

BMP element:
Potentialproblem:
How I will remediate theproblem:
The Swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs'have begun
Remove them.
to grow on the Swale or just
downslo e of the level lip.
The bypass channel
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
(if applicable).
approximately three to six inches.
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3

Permit
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:P688 Apron Expansion Phase 11
BMP drainage area number:
Print name:Carl H. Baker, P.E.
Title:Deputy Public Works Officer
Address:1005 Michael Rd., MCB Camp Lejeune, NC 28547
Date: aJ i D r10
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, 4YLa fl- / a-l--ee f( , a Notary Public for the State of
County of r) JA"i do hereby certify that
personally appeared before me this
day of .62010 , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal, e�«
ALICE A BONNETTE
Notary Public
Onsl, County
state Of Norttt Carolina
My commission Expires Oct 23. 2010
SEAL
My commission expires C.;;�
Form SWU40I-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

Naugle, Mary
From: Gregory L. Herron ([e-mail]]
Sent: Wednesday, March 24, 2010 5:10 PM
To: Naugle, Mary
Subject: P688 APRON EXPANSION PHASE Il, SW08 091113
Attachments: Apron SWU-101_SWApplication_032310.pdf; Supplement_ InfltrationBasin_Rev.4
_Locked_rev032310.pdf; Apron Calcs.pdf; Letter for Apron.pdf
Mary,
Please find attached our responses to comments for the P688 Apron Expansion Phase II project.
Do not hesitate to contact us should you have any questions or require additional information.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
alh(a bamforth.com

ANNA LEE BAMFORTH, P. E., L.S.
C. ALLAN BAMFORTH, JR., PE„ L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
0AVIO W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
March 24, 2010
Ms. Mary Jean Naugle
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RE: P688 Apron Expansion Phase II, S W8 091113
Dear Ms. Naugle,
Please find attached one (1) copy of revised calculations; one (1) copy of revised infiltration
supplement; and one (1) copy of a revised SWU-101 application. Our responses to NCDENR
comments received March 23, 2010 are as follows:
1� Provide bearings and distances on permit boundaries. The plans submitted labeled the
permit boundary lines, but the bearings and distances need to be called out on the plans as
requested in the February 4, 2010 meeting and in accordance with the application
[Vl.(8)(i)] and checklist LV.C.(11)].
Each line or curve segment of the permit boundary is labeled as Ll, L2, ... or Cl,
C2... and corresponds to the Line Table or Curve Table on sheet SW003 . The length and
direction of each line or curve segment is given in the table. Due to the scale of the
drawing we were unable to show the bearings and distances directly on the permit
boundary.
Please provide the Operation and Maintenance Agreement for the Level Spreader/Energy
Dissipater and Vegetated Filter Strip. The supplement was provided with the submittal,
but we need a signed and dated O & M.
`9' The bevel Spreader/Energy Dissipater and Vegetated Filter Strip Operation and
V Maintenance Agreement was submitted to David Towler at Camp Lejeune for signature
on March 9 ", 2010. We will forward as soon as it is received from Camp Lejeune.
� Please include a 50 foot distance from surface waters on the supplement in accordance
with the 2008 rule. Please update page 2 of the supplement on the 4a' line down.
Revised supplement attached.
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 2350a
'1'EL: (757] 627-7079 1 FAX: (757) G25-7434 I E-MAIL: [e-mail]

March 24, 2010
Ms. Mary Jean Naugle
NCDENR
Division of Water Quality
RE: P688 Apron Expansion Phase II, SW8 091113
Page 2
IY Please submit a separate set of calculations for each permit: the P311 project separate
from the P688 project. 1�k3�� P 3i 1
A revised separate set of calculations is attached. U�4 U
Please do not hesitate to contact us should you have any questions or require additional information.
Sincerely,
Anna Lee $amforth, P.E., L.S., LEED AP

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P688 APRON EXPANSION PHASE II
2. Location of Project (street address):
Curtis Rd. between Longstaff St. and Perimeter St.
City:Camp Lejeuhe County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
Route 17 to Curtis Rd., Curtis Rd. to Longstaff St.
4. Latitude:34' 42' 41" N Longitude:77' 26' 11" 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 NHigh 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 differ6nt than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major NSedimentation/Erosion Control: 58.3 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the ['reject Name, Project/Permit Number,
issue date and the type of each permit:N/A
Form SWU-101 Version 07July2009 Page 2 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Commandine Officer, Marine Corps Base Camp Leicune
Signing Official & Title:Carl_H. Baker, P.E., Deputy Public Works Officer
b.Contact information for person listed in item 1a above:
Street Address:Building 1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-2213
Email:[e-mail]
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
Phone:
State: Zip:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organization:David'I'owler
Signing Official & Title:Civil Design Branch
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Bldg 1005
City:Camp Lejeune State:NC Zip:
Phone: (910 ) 451-3238 ext. 3284 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
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The apron will be provided with 4-foot wide x 2300-foot long trench drains flowing from north to south. At
the southern end of the apron the trenches will discharge into a structure. The flow from the structure will
discharge into orifices that will provide multiple inlets into an infiltration basin to treat 1 1/2-inches of runoff
from the apron. Excess flow will be directed to existing ditches that will be improved to allow flow to the
existing river.
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 II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 59.4 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:59.4 acres
Total project area shall be calculated to exclude the following the nornrnl Yool of intvvounded structures, the area
behueeu the books of slrean7s and rivers, the area belozo the Normal High Water (NI�1W) line or Mean High Water
(MHW) line, and coastal wetlands land7oard frmn the NHW (or MHf� line. The resultant project area is used to
calculate overall percent built upon wren (BLIA). Nmu-coastal zoetlands landzoard of the NHW (or MHW) line ntay
be included in the total project area.
S. Project percent of impervious area: (Cotal Impervious Area / Total Project Area) X 100
9. How many drainage areas does the project have?l (For high density, count l 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.
Form SWU-101 - Version 07July2009 Page 3 of 7

Basin Information ';s: ",`'
Draina k'e Area 1
ilDrainageikrea
Draina e Area`-
Drainage Area`_
Receiving Stream Name
New River
Stream Class *
SC;HQW;NSW
Stream Index Number *
19-17-(6.5)
Total Drainage Area (sf)
3,176,085
On -site Drainage Area (sf)
2,587,759
Off -site Drainage Area (sf)
588,326
Pro osed Im ervious Area** s
2,439,933
IImpervious Area** total
94
Im p ervious`". Surface Area =. `:
Draina a Area 1
Draina e'Area 2
Draina- e Area 3
Draina g c Arca -�'_
On -site Buildings/Lots (so
0
On -site Streets (so
0
On -site Parking (sf)
0
On -site Sidewalks (sf)
0
Other on -site (so
2,439,933
Future (so
Off -site (sf)
Existing BUA*** (sf)
Total (so:
2,439,933
* Stream Class and Index Number can be determined at: http://h2o.enr.state.)ic..us/bims/reports/reportsWB.htrnl
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 ofexisting BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a 'Threatened &
Endangered 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
fromhtto://h2o.enr.state.nc.us/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 ht!p://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 http://h2o.enr.state.nc.us/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. A tdb
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants 14 A
Form. (if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) aimed O&M Al-8
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to A L$
h!W://www.envhelp.org/l)ages/onestopexpress.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.)
Form SWU-101 Version 071uly2009 Page 4 of 7

5. A detailed narrative (one to two pages) describing the stomwater treatment/managementfor ALB
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 A L6
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations. AO
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: Alll
a. Development/Project name-
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
on. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify Ad
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit, for DWQ to verify the SHWPprior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A N A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N(A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listedinContact Information, item la, 2a, and/or 3a per NCAC 21-1.1003(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://www.secretary.state.nc.us/Corporations/CSearch.aspx
VIL 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
httl2,//h2o.enr.state.nc.us/sutbmp 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 07July2009 Page 5 of 7

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Anna Lee Bamforth
Consulting Firm: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
Mailing Address:2207 Hampton Boulevard
City:Norfolk State:VA Zip:23517
Phone: (757 ) 627-7079
Email:[e-mail]
Fax: (757 ) 625-7434
IX. PROPERTY OWNER AUTHORIZATION (if Con tact Information, item 2 has been filled ont, complete this
section)
I, (print or type mmne of person listed in Contact Iifortnation, item 2a) certify that I
own the property identified in this permit application,, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Infortnation, item 1 b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Date:
a Notary Public for the State of 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 expires
Form SWU-101 Version 07Ju1y2009 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 ants will be recorded, and that the proposed project complies with the requirements of the
applicable stor ry - er ruteVun. er15 N C 2H .1000, SL 2006-246 (Ph. II - Post Construction)/or SL72008-211.
ci., HirP. (// �� /n _ Date:
.1 & /� -&I , a Notary Public for the State of County of
f
Oiflmi ' / . do hereby certify that l �'��x�/G:- personally appeared
before me this 7 day of and acknowledgethe,due execution of the application for
a stormwater permit. Witness my hand and official seal,
ALICE A BONNETTE
Notary Public
Onslow County
State of North Carolina
Mission Expires Oct 2;
SEAL
My commission expiresi C��./o
Form SWU-l01 Version 07July2009 Page 7 of 7

PREFINAL STORMWATER CALCULATIONS
P688 APRON EXPANSION PHASE II
MCAS, NE RIVER
JACKSONVILLE, NORTH CAROLINA
A/E Contract No. N40085,-06-D-8000
EProjects Work Order No. 652744 (P688)
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGMA
January 2010
, C p . Glsss
OHO EAL
029841
• �31a3/id `
1EE'BPW`F���
\�O
VN

P688 Apron Expansion Phase 11, MCAS New River 10/09
BMP Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Basis of Design: The new apron pavement, future apron pavement and a portion of the taxiway
drains to the new BMP. The apron area will go through an oil/water separator before it enters
into the basin. The bypassed area drains to an existing ditch. The BMP is designed for the
quality volume. Quality volume was determined using the runoff volume from the first inch and
a half of rain, to drain in less than 5 days. Calculations have also been performed using the 1-
year, 24- bour storm, Soil Group A. Time of concentration was found using Seclye's Chart for
overland flow, Kirpich Chart for overland flow and Manaings Equation for pipe flow with n
0.013.
The BMP design is an infiltration basin and was sized with the Haestad Methods "PondPacW'
software. It is in conformance with North Carolina Division of Water Quality "Stormwater Best
Management Practices Manual, July 2007.
PredevelopmenY:
Total Area— 59.4 acres
Impervious = 8.5 acres
Grass = 50.9 acres
Time of Concentration
Total T� = 35 minutes
Runoff Volume (1-yr, 24-hr storm)
q = 40.81 cfs
Postdevelopment:
Area — 59.4 acres
Impervious — 56.00 acres C = 0.95
Grass — 3.40 acres C = 0.30
Time of Concentration
Seelye's Chart for Overland Flow:
T� = 10 minutes
Page 1

P688 Apron Expansion Phase H, MCAS New River
BMP Calculations
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
10/09
ATM
Mannings Equation for Pipe Flow:
L = 2388 Velocity = 2.5 ft/sec T� =13 minutes
Total T, = 23 minutes
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 = 2,587,759 sf
Impervious = 2,439,933 sf
Runoff Coefficient = Rv = 0.05 + 0.009(1)
I = Percent Impervious = 2439933/2587759 = 94%
Rv = 0.05 + 0.009(94) = 0.90 in/in
Volume = (Design Rainfall) x (Rv) x (Drainage Area)
Volume = (1.5 in rainfall)/(12 in) x (0.90 in/in) x (59.4 acres) = 6.68 acA
Infiltration Trench Drawdown
A = V/2KT
V = volume A = Area K = infiltration rate = 5 in/hr T = time
1,60218 sq ft = 291,123/(2 x 5 x T)
T = 0.18 days
Runoff Volume G-yr. 24-br storm)
q=130.41cfs
Summary of Results:
Required Storage for Temporary Water Quality Pool = 6.68 ac-ft
Water Quality Elevation in Basin = 22.80 feet, Volume = 6.69 ac-ft
e-7
Page 2

Type.... Pond E-V-Q Table Page 12.01
Name.... POND,lD .
File.... E:\Job-Files\2008\08041\calcs\Runway\BNP.PPW
LEVEL POOL ROUTING DATA
HYG Oir - R:\Job-Files\2008\08041\calcs\Runway\
Inflow NYG file = NONE STORED - POND 10 IN nfk10
Outflow RYG file = NONE STORED - POND 10 OCT nfkl0
Pond Node Data = POND 10
Pond Volume Data = POND 10
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
------------------------ __________
Starting WS Elev = 11.00 ft
Starting Volume = .000 ae-ft
Starting Outflow = .00 cfs
Starting Infiltr. - .00 cfs
Starting Total Qout= ,00 cfs
Time Increment .0500 hra
Elevation
Outflow
Storage
Area
In£ilt.
Q Total
2S/t + O
ft
cfs
ac-ft
acres
cfs
cfs
cfs
______________________________________________________________________________
11.00
.00
.000
3.6310
.00
.00
.00
11.20
.19
.728
3.6493
.00
.19.
352.56
11.40
.75
1.460
3.6676
.00
.75
707.26
11.60
1.65
2.195
3.6860
.00
1.65
1064.07
11.80
2.85
2.934
3.7045
.00
2.85
1422.98
12.00
4.33
3.677
3.7230
.00
4.33
1183.94
12.20
6.04
4.423
3.7415
.00
6.04
2146.93
12.40
7.97
5.173
3.7601
.00
7.97
2511.94
12.60
10.07
5.927
3.7787
.00
10.07
2878.91
12.80
12.29
6.685
3.7974
.00
12.29'
3247.81
13.00
15.12
7.446
3.8161
.06
15.12
3619.13
33.20
16.56
8.211
3.8348
.00
16.56
3990.88
13.40
17.89
8:980
3.8536
.00
17.89
4364.32
13.60
19.13
9.753
3.8725
.00
19.13
4739.50
13.00
20.29
10.529
3.8914
.00
20.29
5116.44
14.00
21.38
11.309
3.9103
.00
21.38
5495.14
14.20
22.43
12.093
3.9293
.00
22.43
5875.62
14.40
23.42
12.881
3.9484
.00
23.42
6257.89
14.60
24.38
13.673
3.9674
.00
- 24.38
6641.97
14.80
25.30
14.468
3.9866
.00
25.30
7027.87
SIN: 321201907096 C. Allen Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:03 AN Date: 11/5/2009

4
Type.... Pond E-v-Q
Table
Page
12.02
Name.... POND 10
File.... R:\Job-Files\2008\08041\calcs\Runway\BMP.PPW
•
-
LEVEL POOL
ROUTING DATA
HYG Dir =
R:\Job-Files\2008\08041\Cd1C5\Runway\
Inflow HYG file -
NONE STORED'- POND 10
IN ntk10
Outflow HYG file -
NONE STORED - POND 10
OUT nfk10
Pond Node Data -
POND. 10
Pond volume Data =
POND 10
Pond Outlet Data -
Outlet 1
No infiltzation
INITIAL CONDITIONS
----------------------------------
Starting wS Elev
= 11.00
ft
Starting volume
= .DOD
ac-ft
Starting Outflow
- .Do
cfs
Starting Infiltr.
_ .00
cfs
Starting Total Qout- .00
cfs
Time Increment
m .0500
his
Elevation Outflow
Storage
Area
Infilt.
Q Total
25/t +
0
ft cfs
ac-ft
acres
cfs
cfs
cfs
-----------------------------------------------------
15.00 26.19
15.267
4.0057
_________________________
.00
26.19
7415.58
15.20 27.05
16.070
4.0250
.00
27.05
7805.12
15.40 27.88
16.877
4.0442
.00
27.BB
8196.50
15.60 28.69
17.688
4.0635
.00
28.69
8589.73
15.80 29.48
10.503
4.0829
.00
29.48
8984.80
16.00 30.24
19.321
4.1023
.00
30.24
9381.73
16.20 30.99
20.144
4.1217
.00
30.99
9780.52
16.40 31.72
2D.970
4.1412
.00
31.72
10181.17
16.60 32.43
21.800
4.1608
.00
32.43
10583.71
16.60 33.13
22.634
4.1804
.00
33.13
10988.11
17.00 33.B1
23.472
4.2000
.00
33.81
11394.41
l
8/N: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 11:03 AN - Date: 11/5/2009

Hydrograph Report
Hydraflow Hydrographs Extension for AufoCAM Civil 300 2009 by Autodesk. Inc, v6.066
Hyd. No. 1
<no description>
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 59.400 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.61 in
Storm duration
= 24 hrs
Q (cfsj
50.00 -
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 1
6 8
<no description>
'Hyd. No. 1 -- 1 Year
Thursday, Jan 26, 2010
Peak discharge = 40.81 cfs
Time to peak =
12.45 hrs
Hyd. volume =
243,106 cuft
Curve number =
72
Hydraulic length =
0 ft
Time of conc. (Tc) =
35.00 min
Distribution. =
Type III
Shape factor =
484
Q (cfs)
50.00
G111I1111
30.00
20.00
r �9
i I I 1 I 1 I \ -1- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.D66
Hyd. No. 1
<no description>
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 59.400 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 3.51 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
<no description>
Hyd. No. 1 —1 Year
Thursday, Jan 28, 2010
Peak discharge = 130.41 cfs
Time to peak =
12.25 hrs
Hyd. volume =
652,881 cult
Curve number =
96
Hydraulic length =
0 ft
Time of cone. (To) =
23.00 min
Distribution =
Type III
Shape factor =
484
Q (Cfs)
140.00
120.00
100.00
U1111q
60.00
�i10
20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

P688 Apron Expansion Phase II, MCAS. New River 02/10
Level Spreader Calculations ATM
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
Basis of Design: The new apron pavement, future apron pavement and a portion of the taxiway
drains to the new BMP. The apron area will go through an oil/water separator before it enters
into the basin. The bypassed area drains to a level spreader. The BMP is designed for the runoff
volume from the first inch and a half of rain. Calculations were performed using the 1-year, 24-
hour storm, Soil Group A. Time of concentration was found using Seelye's Chart for overland
flow and Mannings Equation for pipe flow with n = 0.013.
The BMP design.is an infiltration basin and is in conformance with North Carolina Division of
Water Quality "Stormwater Best Management Practices Manual, July 2007". Calculations were
performed using the Haestad Methods "PondPacle' software.
Postdevelonment:
Area= 59.4 acres
Impervious — 56.00 acres CN = 98
Grass — 3.40 acres CN = 39
Time of Concentration
Seelye's Chart for Overland Flow:
T� = 10 minutes
Mannings Equation for Pipe Flow:
L = 2388 Velocity= 2.5 ft/sec T, =13 minutes
Total T. = 23 minutes
Outlfow to Level Spreader
Flow Bypassing BMP to Level Spreader = 20.65 efs
Page 1

Type.... Unit Hyd. Summary Page 8,03
Name.... SUBAREA 10 Tag: 1 Event: 1 yr
` File.... K:\Sob-Files\2008\08041\CalC3\Taxiway\3EVEL SPREADER.PPW
Storm... Type III 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: l.year storm
Duration - 1440.00 min Rain Depth - 3.5100 in
Rain Dir - K:\.Tob-Files\2008\08041\talcs\Taxiway\
Rain File -ID - - TypeIIi 24hr
Unit Hyd Type a Default Curvilinear
HYG Dir = K:\.Job-Files\2008\08041\calca\Taxiway\
HYG File - ID - - SUBAREA 10 1
To = 23.00 min
.Drainage Area a 59.400. acres Runoff CN= 95 .
Computational Time Increment a 3.067 min
Computed Peak Time = 736.00 min
Computed Peak Flow = 121.62 cfs
Time Increment for HYG File a 1.00 min
Peak Time, Interpolated Output a 736.00 min
Peak Plow, Interpolated Output = 121.62 cfs
DRAINAGE AREA
ID:SUBAREA 10
CN - 95
Area - 59.400 acres
S - .5263 in
0.2S = .1053 in
Cumulative Runoff
-------------------
2.9489 in
635845 cu.ft
HYG Volume... 635892 cu.£t (area under HYG curve)
..•.. SCS UNIT HYDROGRAPH PARAMETERS ••'*•
Time Concentration, Tc 23.000 min (ID: SUBAREA 10)
Computational Incr, Tm o 3.067 min = 0.20000 TP
Unit Hyd. shape Factor 483.432 (37.46t under rising limb)
K= 433.43/645.333, K a .7491 (also, K- 2/(I+(Tr/Tp))
Receding/Rising, Tr/Tp 1.6698 (solved from K .7491)
Unit peak, qP - 175.57 cfs
Unit peak time Tp = 15.333 min
Unit receding limb, Tr = 61.333 min
Total unit time, Tb - 79.667 min
SIN: 321201907096 C. Allan Bamfocth, In.c:
PondPack Ver. 9.0046 Time: 10:49 AM Date: 2/25/2010

Type.... Vol: E1ev-Area
Name.... POND 10
Page 12. 01
File.... %:\Sob- Files \2008\08041\calcs\Taxiway\LEVEL SPREADER.PPW
Elevation Planimeter
(ft) (sq.in)
-----------------------.
12.00 -----
17.00
Area Al+A2+sgr(A1*A2)
(sq.ft) Isq. ft)
------------------------
160218 0
195220 532293
POND VOLUME EQUATIONS
volume volume Sum
(cu.ft) (cu.ft)
------p----4-----------
1064586 1064586
• Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) '* (Areal + Area2 + sq. rt.(Areal•Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 Areas computed for 'EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 10:49 AM Date: 2/25/2010

Type.... Pond Routing Summary. Page 14.11
Name.... POND 10 OUT Tag: 1 Event: I yr
File.... &:\Job-Files\2008\08041\calcs\Taxiway\LEVEL SPRBADER.PYW
• Storm... TypeII2 24hr Tag: 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = B:\Job-Files\2008\08041\calcs\Tax.iway\
Inflow HYG file = NONE STORED - POND 10 IN 1
Outflow 11YG file = NONE STORED - POND 10 OUT 1
Pond Node Data = POND 10
Pond Volume Data - POND 10
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev =
11.00
Et
Starting Volume
0
cu.ft
Starting Outflow =
,00
of$
Starting Infiltr. _
.00
c£s
Starting Total Oout=
.00
cfs
Time Increment
1.00
min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
===== Peak Inflow _ =121.62 ofe at 736.00min
Peak Outflow 20.65 Cf's at 785.00 min
--------------------- ---____------------__--
Peak Elevation = 13.39 ft
Peak Storage=c=3984IG cu. ft=====___
MASS BALANCE (cm.ft) _
--------------------------
+ Initial Vol - 0
+ HIS Vol IN = 635892
Infiltration - 0
- HYG Vol OUT = 338317
Retained Vol = 297574
Unrouted Vol - -1 cu.ft (.000% of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
SIN: 321201907096 C. Allan Bamforth, Inc.
PondPack Ver. 9.0046 Time: 10:49 AM Date: 2/25/2010

P688 Apron
Orifice Calculations
Basis of Design: Analyze the orifices taking the first flush volumes into the oil water separator
and BMP for adequate flow capacity. Flow was calculated using the orifice equation.
Design Parameters:
Size Orifice to Oil/Water Separator
Q = Flow = 48 cfs (from oil/water separator calculations) C = Orifice Coefficient = 0.60
A = Orifice Area = (0.80 feet x 14 feet) g = Gravity h = Head = 0.80 feet
Q = CA(2gh)112
Q = 0.60(0.80 x 14)(2 x 32.2 x 0.8)112
Q = 48 cfs OK .
Size Orifice to BMP
Q = Flow C = Orifice Coefficient = 0.60 A = Orifice Area = (1.75 feet x.8 feet)
g = Gravity h = Head = 1.75 feet
Q = volume/time = (Area x 1 ")/35 minutes = (2061291 sf x 0.0833)/35 minutes = 82 cfs
Q = CA(2gh)112
Q=0.60(1.75 x 8)(2 x 32.2 x 1.75)112
Q = 89 cfs OK

BASIS OF DESIGN
OIL WATER SEPARATOR
APRON, NEW RIVER (08.041)
OCTOBER 2009
FLOW
APRON AREA
841 ft x 2,451 ft = 2,061,291 sf
FIRST FLUSH FOR OIL REMOVAL
/z inch
FIRST FLUSH VOLUME
(2,061,291 sf)(0.04167ft) = 85,887 cf
TEE OF CONCENTRATION
5.5 min+2,968/(2 fps)(60 seo/min) = 30.23 min Use 30 min
FLOW
85,887 cf/30 min = 2,863 cfm
OIL WATER SEPARATOR DESIGN
m
1
REFERENCE: API MANUAL ON DISPOSAL OF REFINERY WASTE, OIL WATER SEPARATOR
PROCESS DESIGN-_—_....--�—
USING THE CONCEPT OF THE RISING OIL GLOBULE
Ah = F (Qm/Vt)
Ah = HORIZONTAL AREA, sf
_ QM = WASTEWATER FLOW, IN cfnn
F = DESIGN FACTOR FROM TURBULENCE (ft) AND SHORT-CrRCUFCING
(fs)
Vt = RATE OF RISE OF OIL GLOBULE, IN ft/min
Ac = (QmNh)
-- Ac = VERTICAL CROSS -SECTIONAL AREA, Sf
Qm = WASTEWATER FLOW, IN cf M
Vh = HORI7..ONTAL FLOW VELOCITY, IN ft/min
d/B = 0.3 Q4INuvtum DEPTH -TO -WIDTH RATIO OF 0.3)
d = DEPTH OF WASTEWATER IN SEPARATOR, IN ft
B = WIDTH OF SEPARATOR CHAMBER, IN ft
Vt = 0.0241(SW — So)/µ
Vt = RATE OF RISE OF OIL GOBULE, IN R/min
Sw = SPECIFIC GRAVITY OF WASTEWATER AT DESIGN TEMPERATURE
OF FLOW
SO = SPECIFIC GRAVITY OF OIL IN WASTEWATER AT DESIGN
TEMPERATURE OF FLOW

BASIS OF DESIGN
OIL WATER SEPARATOR .
APRON, NEW RtvER (08.041)
0r)Tzxp ')nn4
µ = ABSOLUTE VISCOSITY OF THE WASTEWATER AT DESIGN
TENTERA7URE, IN POISES
RATE OF RISE OF OIL GLOBULES
Vt=0.0241 (Sw-So)/µ
DESIGN TEMPERATURE OF WASTEWATER
ASSUME 700 F
INFLUENT OIL GRAVITY, DEG API
ASSUME 26
Sw = 0,998
So = 0.8948
µ = 0.0098
Vt=0.0241 (0.998-0.8948)/0.0098 = 0.254 f Bain
PRELLNIINARY SEPARATOR SIZE
PRELIMINARY LAYOUT
HoRIzoNTALAREA, Ah=18,592 sf
WIDTH OF SEPARATOR CHAMBER, B =14.0 it
lm
MINIMUM DEPTII TO WIDTH RATIO = 0.3
d = 0.3 B
= 0.3(14.0)=4.20ft
Ah REQUIRED
Ab = F (QM/VT)
F = (ft)(Fs)
ft ASSUME 1.37
Fs USE RECOMMENDED 1.2
F = (1.37)(1.2) =1.644
Ah= (1.644)(2863/0.254) =18531 < 18592 sf OK
2

C. Allan Bamfarth, Jr.
Engineer-Surveyor, Ltd.
Norfolk, Virginia
Project Number. 08.041 Project Name: P888 Apron Expansion Phase II
Designed ey. ATM Location: MCAS New River
Sheet 1 Date: 1010E
STORM SEWER DESIGN COMPUTATIONS
l.t(at'17{1�1
wri T"E
1Po10
1 #££A.re9flrt.�t
, Ir�ln
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s
10
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15 15n1
n8
300
..
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0 .0015
j
D
24
�I.s
2.79
...'
MIN'.
8.78
S000,41
1.78
...,
...
17.65
18.60
.,
0.75
A =' 26389 C = 0 30 . -, a. � ,.....1 1rr,. •'*'
2
3
0.98
0.59
0.69
1.31
t 1.8
7.21
15.15
14.40
500
0.0015
24
2.79
6.78
2.90
17.40
18.60
1.10
P` = 22500 C = 0.95
A = 20700 C = 0.20
5.5
3
4
1.66
0.65
1.08
2.39
14.8
5 0
11.95
14.15
13.25
600
0.0015
30
3.24
15.92
3.09
16.94
18.50
1.56
A = 38999 C = 0.95
A- 23119 C=0.30
4
5
2.39
0.66
1.55
3.94
17 9
18.91
13.00
72.65
300
0.0015
38
3.66
25.88
1.37
16.33
17.00
0.67
A = 56763 C = 0.95
A = 48519 C = 0.30
4 e
5
6
-
-
-
3.94
119.3
17.34
12.55
12.00
368
0.0015
36
3.66
25.88
1.88
16.88
16.55
- 0.67 .
A = C - 0.30
4 4
6
7
1.22
0.88
0.80
4.74
21.0
19;91
12.00
11.52
320
0.0015
38
3.66
25.88
1.48
15.33
16.00
0.67 .
A = 29087 C = 0.95
A = 23971 C = 0.30
4 2
7
8
_
-
-
-
-
0.08
38
0.0015
36
3.66
25.88
0.17
3.39
-3.39
A - C = 0.95 into SMP
q = C = 0.30
7
9
_
_
-
-
11A2
11.29
88
0:0015
30
3.24.
15.9E
0.46
1421
.14.21
A = C = 0.30 Into BMP
q= C=0.30
8
10
-
-
-
-
-
11.04
11.00
25
0.0015
24
2.79
8.78
0.15
13.29
-13.20
A = C = 0.95 Into 8MP
A = C = 0.30

'�..� C. Allen Bemforth, Jr.
Engineer -Surveyor, Ltd.
• Norfolk, Virginia
Project Number.. - 08.041 - Project Name: P688 Apron Pxpanslon Phase It
Designed BF. ATM Loeation: MCAS, New River
Sheet Date: 10/09
' STORM SEWER DESIGN COMPUTATIONS '
��
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A= 198100 C 0.90 culvert
C = 0.20
15
16
18.30
0.40
8.44
8.46
27.13511900
4.2
21
22
16.64
0.39
8.43
6.44
27,05
0.00
0.0170
38
12.33
87.14
0.00
3.33
J.33
A = 193000 C = 0.80 culvert
A = 532006 C = 0.20
4.2
I
23
24
7.00
0.40
2.79
9.23
36,77
D.00
0.0020
42
4.69
45.09
0.00
0.00
0.00
A = 86200 C - 0.90 culvert
A = 218800 C = 0.20
4.2
25 .
26
12.83
0.41
5.13
10.78
43.12
0.00
0.0020
42
4.69
45.09
0.00
0.00
0.00
A = 387700 C = 00 culvert
.2
A = 387700 C = 0.20
4.0
27
28
15.52
4.27
66.35
0.00
0.0022
48
5.37
67.51
0.00
0.00
0.00
p• - C = 0.90
A= C=020
4.0

Permit
(to be provided by DWO)
A
M=
o? FWA TFg
OL
STORMWATER MANAGEMENT PERMIT APPLICATION FORM o�€
NII
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items
Checklist (Part III) must be printed, (fled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name
P688 APRON EXPANSION PHASE II
Contact Person
DAVID TOWLER
Phone Number
910-451-3238
Date
3-Feb10
Drainage Area Number
1
11. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5'runoff volume
Pre -development 1-yr, 24-hr mnoft volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
2,587,759.00 ft'
2,439,933.00 ft'
0.94 %
1.50 in
3.51
in
0.15
infhr
40.81
ft'Isec
130.41
ft'IseC
89.60
ft'Isec
291,123.00 It'
291,198.00 ,ft' OK for non -SA waters
113
ft'
ft'
ft'
ft'
SM Sand
5.00
nmr
9.00
fmsl
0.18
days OK
3.33
:1 OK
11.00
frost OK
12.80
fmsl
165,415.00
ft'
17.00
fmsl
414.00
It
387.00
It
160,218.00
ft'
Form SW401-Inliitratlon Basin-Rev.4 Parts I. a H. Design summary, Page 1 or 3

Permit No.
(to be provided by DWD)
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac-in
OK
Length of vegetative filter for overflow
450.00
It
OK
Distance to structure
20.00
fl
OK
Distance from surface waters
> J0T
50 It
OK
Distance from water supply well($)
-> 100
It
OK
Separation from impervious soil layer
> 7
ft
OK
Naturally occuring soil above shwt
- Y
If
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
N/A
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
. (Y or N)
OK
Bypass provided for larger storms?
-Y
' (Y or N)
OK
Pretreatment device provided
�' Y..
oil/waterseparator
MAR 1 2 2010
BY:
Form SW401-Infiltration Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit
(to be provided by DWO)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification. .
Pagel Plan
Initials Sheet No.
SWO03 1. Plans (1' - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- ON -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
• Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
AL
SWO04
2. Partial plan (1' = 30' or larger) and details for the infiltration basin showing:
- Bypassstructure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated flter, and
- Pretreatment device.
W
SWO06-SWOO-,
3. Section view of the infiltration basin (1" = 20' or larger) showing:
- - Pretreatment and treatment areas, and
- Inlet and outlet structures.
AL6
Attached
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
hl g
Attached
5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
AA
SWO02
6. A construction sequence that shows how the infiltration basin will be protected from sediment until the
entire drainage area is stabilized.
A ,
Attached
7. The supporting calculations.
AL-8
Attached
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
ALA
NIA
9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part III, Required Items Checklist, Page 1 of 1

Naugle, Mary
From:
Naugle, Mary
Sent:
Monday, March 22, 2010 11:23 AM
To:
Andrea Murden; 'Anna Lee Bamforth'; 'Gregory L. Herron'
Cc:
Russell, Janet
Subject:
Additional Information Request for SW8 091113 P688 Apron Exp Ph II and SW8 100102
P311 taxiway and compass rose
Please provide the following additional Information:
1. Submit a separate set of calculations for the P311 project from the P688 project. I cannot get the documents
straight and I e-mailed several times to Greg on Friday with many questions; but since some of the pages are
mislabeled on the title and the pages are not in sequence for each permit application — I cannot review the
calculations. I cannot finish the review until the calculations are provided separately. You may submit these
electronically.
Please submit within 5 working days to all this application to remain in the express review program.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Friday, March 19, 2010 2:48 PM
To: Naugle, Mary
Subject: RE: SW8 100102 P311 taxiway and compass rose
Will do.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Friday, March 19, 2010 2:47 PM

To: Gregory L. Herron
Subject: RE: SW8 100102 P311 taxiway and compass rose
Gregory;
I really need to have only P 311 taxiway and compass rose'calcs' in one set... there are other questions for other pages
777
The P688 calcs need to be in a separate set also.
Thankyou
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart' nugle @ncdenrgo 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: Gregory L. Herron [mailto:[e-mail]]
Sent: Friday, March 19, 2010 2:46 PM
To: Naugle, Mary
Subject: RE: SW8 100102 P311 taxiway and compass rose
That is'a mistake. It should read "P688 Apron Orifice Calculations".
I will revise and forward.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Friday, March 19, 2010 2:39 PM
To: Gregory L. Herron
Cc: Andrea Murden
Subject: RE: SW8 100102 P311 taxiway and compass rose
Why do the calculations include a page for " P311 parallel Taxiway —Orifice calculations...... When it is low density ???
Sorry for the questions, but when the documents for both permits were in the same package — I am confused.

Mary Jean 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
[e-mail]
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: Gregory L. Herron [mailto:[e-mail]]
Sent: Friday, March 19, 2010 2:29 PM
To: Naugle, Mary
Cc: Andrea Murden
Subject: RE: SW8 100102 P311 taxiway and compass rose
Mary Jean,
The Taxiway and Compass Rose calculations section is located after the
"Storm Sewer Design Computations" with a separate cover sheet.
The "P311 Parallel Taxiway BMP Bypass Channel Capacity Calculations" preceding the
"Storm Sewer Design Computations" is for the stormwater from the Taxiway that bypasses the
BMP but drains into the BMP discharge channel. Please let me know if this answers your questions.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
[e-mail]
From: Naugle, Mary [mailto:[e-mail]]
Sent: Friday, March 19, 2010 11:24 AM
To: Naugle, Mary; Anna Lee Bamforth
Cc: Gregory L. Herron; Andrea Murden
Subject: RE: SW8 100102 P311 taxiway and compass rose
I mean separate the calculation package for P311 separate from P688.
Mary Jean 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
mary.naugle@ncdenrgov
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: Naugle, Mary
Sent: Friday, March 19, 2010 11:02 AM
To: Anna Lee Bamforth
Cc: 'Gregory L. Herron'; Andrea Murden
Subject: SW8 100102 P311 taxiway and compass rose
Ms. Bamforth;
Is there an oil water separator at the taxiway or compass rose ?
There are 2 separate permits:
SW8 100102 for P311 taxiway and compass rose
SW8 091113 for P688 apron exp ph 11...
And I need to separate the documentation and only include the associated documents in each file.
Would it be possible for you to separate the documents electronically and I can go through these documents to be sure
that I have each correct? I am trying to figure out why there is storm sewer design computations for P688 mixed in with
the documents for P6311 taxiway... and why there is bmp bypass and orifice calcs when this permit is low density ???
Thank you I
Mary Jean Naugle
NCDENP Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mart' naugle@ncdenrgo 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.

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Lewis, Vincent
From: Chas. Crawley [[e-mail]
Sent: Friday, November 06, 2009.11:07 AM
To: Lewis, Vincent
Subject: Site Visit at MCAS New River, Tue Nov 10
Attachments: NewRiverVisitorMap.pdf
Dear Mr. Lewis,
Attached please find a map of MCAS New River. Please meet me near the end of Curtis Road next to the ball fields. This
is the vicinity of where the proposed stormwater management area is located. I will bring the soils information and site
plans with me. I will be driving a black SLIV. My contact information including cell phone number is shown below.
Please let me know if you have any questions or need anything else.
Best regards,
Charles F. P. Crawley, III, P.E.
Assistant Vice President
GeoEnvironmental Resources, Inc.
2712 Southern Boulevard, Suite 101
Virginia Beach, VA 23452 USA
[phone] Tel.
[phone] Fax
[phone] Cell ,.
cfncrawlev at7oeronline.com
IMPORTANT NOTICE. Phis message (including any attachments) may be privileged
and✓or cenhdential and ,ntended solely for the use of the Individual or
entity to Ml?om they are addressed of you have received this o-r-m in error
please notify the sender by return --mill and rl lJcte this mes:.age from your
system Any unauth 0 -e:d use or r Gs^.m[ow or of this masszge or the
atfaLhrnents w whole or in part is strictly prnhibifed. Any views expressed
in iris e-mail are those of the individual senderexcept where the sender
soeeines and with authority, slates them to be the views Of
GeoEnvlrommntal Resources. Inc,
�16 F tj 1 O
IPP'rP,II'1A-f"U (k ppr�(rfn
IQe'4j T�JWt r S+4� A�o r1
1
1 Co."\
E C E 1 V ED
NOV 12 2009
DWO
PNOJ # ---

\
�\
CAMP GCIGCR..
l Elm I i!
1 1
\ \laiv Gate
Wi
1
r.nA sht
asmm tey2r
CDC
.Rn
MPCMUaa
5006eLalio
t,
n a
r
ji
lu
MCAS NEW RIVER 1,�
-"
FOR OFFICIAL USE ONLY
Due to the nature of the source material used in the
making of this product, distribution of this product is
restricted to the use of U.S. Government personnel on]
This product may not be disseminated to a third party.
Pmparea ha:
Innallaliart Gwspalid D,rartax,nn ffi $en ire
Envira Co;p ARaissm. Narl mil
Marian Coips Air $mum. NmRiwr
ladsonville, NC
(910)iI9-G144
1
DATA SOURCE'-
INTEGRATED GEOGRAPHIC [INFORMATION REPOSITORY
Marine Carps Barr. Camp Lejeme. NC [phone]
NOTE: THIS MAP IS FOR REFERENCE ONLY
r{/
Map Pr jmsiw: UTM (NADeJ, GRS I980)
wucusrzooT
;!
SNCo Miami,
a {
Ho
Follow Curtis Rd near the end.
Meet here next to the ball fields.
0 0.25 0.5
a �
5
NEN'RIVER
,_
c
Manna
1
N
J

GmEml t 1 PnnoYrnU hK
EmXmmmYl Cundnln N.rutleu. Nnxl.b GwbeNNul .19lyyym
Charles F.P. Crawley, III, P.E.
Assistant Vice President
[e-mail]
www.geronline.com
I
2712 Southern Boulevard
Suite 101
Virginia Beach, Virginia 23452
757-463-3200 fax [phone]
cell 757-439-1666

B\Mi'Oq�ji
C. ALLAN BAMFORTH, JR.
Q
ENGINEER -SURVEYOR, LTD.
OFFICE:
MAILING ADDRESS
2207 HAMPTON
BIND. P.O. Box 6377
NORI'OLK,
VA 23517 NORFOLK, VA 23508
PHONE: [phone]
FAX: [phone]
E-mail: [e-mail]
Iiiff*111110 0
127 North Cardinal Drive
Wilmington, NC 28405
WE ARE SENDING YOU
TI1E POLI.OWING ITEMS: 0 Attached
LETTER OF TRANSMITTAL
DATE: March 10, 2010
JOB - 08.041
ATTN: Janet Russell
Express Review Coordinator
RE: P31 I Parallel Taxiway and
P688 Apron Expansion Phase
11, MCAS, New River, NC
_i
CEIVED
MAR 16 2010
BY:
❑ Under separate cover via
❑ Shop Drawings ❑ Prints 0 Plans
0 Specifications ❑ Copy of Letter 0 Reports
0 Calculations
0 Other
COPIES
DATE
NO.
DESCRIPTION
4
_
STORMWATER PLANS-(2) P688 APRON, (2) (311 TAXIWAY
2 (P688
2 (P311)
S6--z 100102.
SWU-101, SW-401-INFILTRATION BASIN & OM, SW-401 LEVEL SPREADER,
NARRATIVE, USGS MAP, CALCULATIONS, SPECIFICATIONS, SOILS REPORT,
SOILS REPORTADDENDUM I
I
ASSOCIATED FEES
TiiESL ARE TRANSMITTED AS CITECKED BELOW:
❑ For Your Use 0 For Approval ❑ Shop Drawing Action as Noted
❑ As Requested ❑ For Review & Comment
REMARKS: Janet,
The Level Spreader Operation and Maintenance Agreement has been sent to David Towler for Camp
Lejeune's signature. We will forward the signed form to your office as soon as we receive it.
COPY TO:
Anna Lee Bamforth. P.F,., L.S.

M1u_ p m. unwe 3�. taY.. Ynp
MAR

4v
P311 Parallel Taxiway / P688 Apron Expansion Phase II
Marine Corps Air Station New River
Camp Lejeune, North Carolina
Stormwater Narrative
This project is composed of two 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.
This narrative addresses the entirety of the P3I I Parallel Taxiway project and the parking
apron and compass rose portions of the P688 Parking Apron Expansion project. Project
P311 will construct a 6000-foot long bituminous concrete parallel taxiway adjacent to
Runway 01/19. Approximately half of the new taxiway will use the alignment of existing
Curtis Road. Project P688 will construct approximately 2.26 million square feet of
Portland cement concrete parking apron to the east side of the parallel taxiway. It will
include a stormwater management facility and the demolition of the existing youth ball
field rest room building, concession stand, and tennis courts. Demolition of the existing
base housing will take place under a separate contract. The P688 project will also relocate
the compass rose to a new site off of Delta Taxiway
The Taxiway and Compass Rose areas are Low Density with impervious areas of 21 %
and 15% respectively. The Apron area is High Density. A portion of the taxiway will
drain via grass swales and culverts into the infiltration basin. The remaining area will
drain via swales to existing ditches. The apron will be provided with 4-foot wide x 2300-
foot long trench drains flowing from north to south. At the southern end of the apron the
trenches will discharge into a concrete structure. A 0.8-foot rectangular orifice will be set
at elevation 11.20 and will allow the runoff from 1/2—inch over the impervious area to
drain into an oil/water separator. Another 1.75-foot orifice will be set at elevation 11.05,
- which will allow the additional 1-inch of runoff to flow into the infiltration basin at the
end of the oil/water separator. The entire flow for the 1 1/2 —inch volume from the
concrete structure will discharge into orifices that will provide multiple inlets into an
infiltration basin. An overflow weir will be placed in front of the filter strip at elevation
12.80. This will take the 10-year storm in excess of the quality volume directed to the
basin. Only the Apron drainage area will discharge to the level spreader. Energy
dissipaters will be installed on the concrete splash pad for the discharged water. The
existing ditches will be improved to allow flow to the existing river. During construction,
the infiltration basin will be used as a sediment basin.
Not all Built Upon Area will be collected. There is no Off -Site Runoff coming onto the
site or into the proposed BMP. The receiving streams are the Southwest Creek and the
New River, stream class SC; HQW; NSW, stream index number 19-17-(6.5). Road
construction across other property will not be necessary to access this project. No turn
lane or road widening will be required for this project.
LGLt�
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MAR 1 2 2010

An on site soil evaluation was performed in March 2009. At the proposed stormwater
management site south of the new parking apron, soil infiltration rate at depths ranging
from about 5 to 7 feet below existing site grades measured approximately 5 to 17 inches
per hour, with the 5 in/hr rate located towards the middle of the basin. The groundwater
table was encountered in the borings at variable depths ranging from about 3 to 12 feet
below the ground surface during the exploration. The encountered groundwater levels are
likely close to the normal seasonal high condition.
MAR 1 2 2010
BY:

REPORT OF
GEOTECHNICAL
EXPLORATION
P311 Parallel Taxiway &
P688 Parking Apron Expansion
MCAS New River, North Carolina
prepared for
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
Norfolk, Virginia
November 9, 2009
72�x ]D
MAR 1 2 2010
BY:
Environmental • Groundwater • Hazardous Materials • Geotechnical • Industrial Hygiene
271 2 SOUihCRN BuuIeVnad, Suin: 101
Vinginin Bench, VIRQNIn 23452
757.463.3200 FAx [phone] www.gea0nlinc.c0NI

G /
GEtEnvironmental Resounseamne.Consulting Engine —
Environmental • Groundwater • Nazarcous Materials • Geotechwal • Industrial Hygiene
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23508
Attention: Ms. Anna Lee Bamforth, P.E., L.S.
Subject: Report of Geotechnical Exploration
P311 Parallel Taxiway & P688 Parking Apron Expansion
MCAS New River, North Carolina
A/E Contract No. N40085-06-D-8000
CAB Project No. 08.041
GER Project No. 110-5031
Monday, November 9, 2009
GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the
above referenced project. Our services were performed in accordance with our proposal P0B-110-4500A
and authorized by Mr. Allan Bamforth on September 25, 2008.
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
d
Crystal L. Cox, EIT
Project Engineer �,%%N � % CARS &
� SS7C<y9
/I/A ,-n
L,0"J 1 1. f .
Charles F. P. Crawley, III,
Assistant Vice President
Charles F.P. �a^;
Crawley, III, P,E:
MA-11111
F5L4b
0
F. P
SOU41CRN PRoIESsiO NAI CENn:R 1 2712 SOvihERN BOUIEVARd, Suitt 101 ViarpNIA BEAC11, ViRCKiA 23452
[phone] FAX [phone] "AV.CERONIiNe.CGM

EXECUTIVE SUMMARY
The subsurface conditions at the proposed P311 Parallel Taxiway and P688 Parking Apron sites were
explored by 36 standard soil test borings performed to depths ranging from 15 to 20 feet below the
ground surface. Two additional borings were performed for the relocated compass rose site. Bulk
samples were collected from selected test locations for laboratory CBR tests. In -situ DCP testing was also
conducted at selected proposed pavement locations.
The subsurface conditions encountered in the borings were composed of variable and interlayered sands
and clays. Very loose to dense silty, slightly silty, clayey, and clean sands (SM, SP-SM, SC, SP) were
present at each of the boring locations along with very soft to very stiff, low to high plasticity, sandy and
silty clays (CL, CH, OH) at some of the locations.
The groundwater table was encountered in the borings at variable depths ranging from about 3 to 12
feet below the ground surface during the exploration. The encountered groundwater levels are likely
close to the normal seasonal high condition. Perched water and shallow groundwater was encountered in
a number of the borings located in the vicinity of the S-curve along existing Curtis Road.
Existing subgrade materials were determined to have in -situ CBR values ranging from about 4 to 15 with
an average of about 10 based on DCP test results. Laboratory CBR values of the upper soils in a
saturated, well compacted state ranged from about 4 to 53 with an average of about 17. A design
subgrade CBR value of 10 is recommended for Flexible taxiway pavements and a design subgrade
modulus of 150 pci is recommended for the parking apron. Preliminary design pavement sections are
provided.
The very soft clay'soils found in the northeast corner of the parking apron have very low permeabilities
that will require substantial time to allow grading fill to settle prior to construction of the pavement.
Ground improvement by preloading with surcharge material along with the use of prefabricated vertical
wick drains is recommended for this area. Settlement plates should be used to monitor ground response.
Further details are provided within.
Filling of existing drainage features will be required in a number of areas. The bottom of the ditches will
require removal of soft materials, and the new grading fill should be brought to final subgrade elevations
and left in place for 30 days prior to pavement construction.
Some of the upper sand soils excavated for new stormwater and utility elements are expected to be
suitable for reuse as select material and backfill on the project based on field and laboratory tests.
Field infiltration tests conducted in the upper 1 to 7 feet indicated in -situ soil permeability rates of slightly
less than 1 inch per hour to nearly 17 inches per hour. The area located south of the new parking apron
appears feasible for use as an underground stormwater detention facility.
Soil resistivity and pH testing indicate the majority of the site soils have moderately high potential for
corrosiveness to buried metals. Corrosion protection for buried metal pipes exposed to site soils should
be considered in the design.
MAR 1"2 2010
BY:
GER

4 /
(,
TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY .............................................. i
1.0
INTRODUCTION ...............................................
1
1.1 Purpose of Exploration .......................................
1
1.2 Project Description ..........................................
1
1.3 Design Criteria ..............................................
1
2.0
EXISTING CONDITIONS .........................................
1
2.1 Site Conditions ..............................................
1
2.2 Physiographic Setting/Geology................................
2
3.0
SUBSURFACE EXPLORATION .....................................
2
3.1 Field Testing Program ........................................
2
3.2 Laboratory Testing Program ..................................
2
4.0
EXPLORATION RESULTS ........................................
3
4.1 Test Boring Records .........................................
3•
4.2 Stratigraphy................................................
3
4.3 Groundwater ...............................................
4
4.4 Surface Materials ............................................
4
5.0
ENGINEERING EVALUATION .....................................
4
5.1 General ....................................................
4
5.2 Pavement Subgrade Assessment ..............................
4
5.3 Airfield Pavements ...........................................
5
5.4 Site Preparation, Grading and Ground Improvement ..............
5
5.5 Soil Corrosion Potential .......................................
6
6.0
RECOMMENDATIONS ..........................................
6
6.1 General .............................:......................
6
6.2 Pavement Design ............................................
6
6.3 Pavement Subgrade Preparation ...............................
7
6.4 Ground Improvement ........................................
8
6.5 Fill Construction .............................................
8
6.6 Stormwater Management Facilities .............................
9
7.0
LIMITATIONS ..................................................
10
APPENDICES
APPENDIX A -
Drawings
APPENDIX B -
Field Test Data
APPENDIX C -
Laboratory Test Data
APPENDIX D -
Procedures
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MICAS New River, INC Page 1
GER Project No. 110-5031
1.0 INTRODUCTION
1.1 Purpose of Exploration
The purpose of this exploration was to collect geotechnical data at the project sites via field and
laboratory testing at selected locations, perform engineering analyses of the subsurface conditions
encountered, and prepare a written report with geotechnical recommendations for design and
construction of airfield pavements, site preparation and other earthwork related aspects of the project.
1.2 Project Description
The proposed project includes three individual projects 'at Marine Corps Air Station New River, North
Carolina. This report addresses the entirety of the P311 Parallel Taxiway project and the parking apron
and compass rose portions of the P688 Parking Apron Expansion project. Project P311 will construct a
6000-foot long bituminous concrete parallel taxiway adjacent to Runway O1/19. Approximately half of the
new taxiway will use the alignment of existing Curtis Road. Project P688 will construct approximately
1.88 million square feet of Portland cement concrete parking apron to the east side of the parallel
taxiway. It will include a stormwater managment facility and the demolition of the existing youth ball
field rest room building, concession stand, and tennis courts. Demolition of the existing base housing will
take place under a separate contract. The P688 project will also relocate the compass rose to a new site
off of Delta Taxiway. A site location map is shown in Figure 1 and Drawing 1 in Appendix A.
1.3 Design Criteria
We understand the airfield is to be designed in accordance with UFC 3-260-01 and UFC 3-260-02. Design
aircraft loading estimates were provided by MCAS New River as follows:
Parallel Taxiway
Parking
Apron
Aircraft
Avg. Annual Passes
Aircraft
Avg. Annual Passes
MV-22
12,240
MV-22
9,180
CH-53E/K
12,240
CH-53E/K
384
C-12W/13
500
AH-1
384
C-130
50
UH-1
256
C-40
10
C-17
10
The airfield design life will be 25 years. We assumed that the tow way to the relocated compass rose will
use the same loading as provided for the parallel taxiway. Some of the final grades for the parallel
taxiway and parking apron were provided; however, final grades at the relocated compass rose are
unknown at this time.
2.0 EXISTING CONDITIONS
2.1 Site Conditions
The site conditions of the two projects varied considerably. The site conditions at for the P311 Parallel
Taxiway mostly followed the existing alignment of asphalt paved Curtis Road. At the southern end the
taxiway alignment transitioned to infield grass areas between Curtis Road and Runway O1/19 and crosses
over the existing compass rose. Several drainage ditches were present in the project area. Ground
surface elevations along the proposed taxiway alignment range from about 9 to 23 feet excluding
existing drainage ditches. The highest elevations occur near the S-curve in existing Curtis Road.
The P688 Parking Apron site consisted of open grass fields, athletic fields, and base housing with
associated residential asphalt roads and scattered mature trees. Elevations in this area range from
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MICAS New River, NC Page 2
GER Project No. 110-5031
approximately 17 to 23 feet excluding existing ditches which are over 5 feet deep in places. Also
addressed in the P688 project is the relocation of the compass rose and the existing ball fields. The
future compass rose site consisted of a grassed area and two drainage ditches. Elevations in this area are
approximately from 15 to 24 feet.
2.2 Physiographic Setting/Geology
The project site is located in North Carolina's Atlantic Coastal Plain physiographic province. It is underlain
by approximately 2500 feet of unconsolidated marine and estuarine deposits. Generally, the shallow soils
range from Pleistocene to Holocene age (approximately 1.8 million years and less) and the deeper
sediments are of Eocene age (40 MY). The majority of these soils consisting of sands, silts, and clays
were deposited upon a gently sloping ocean Floor during periods of sea level fluctuations. Typically, with
the absence of weatherable minerals in the coastal plain soils, profiles in this area have reached their
maximum developmental state. The Castle Hayne Formation is the most prominent underlying geologic
member in southeastern North Carolina and is expected to underlie this site.
3.0 SUBSURFACE EXPLORATION
3.1 Field Testing Program
The field subsurface exploration program consisted of performing a total of 38 standard soil test borings
to depths ranging from 15 to 20 feet below the ground surface. Fifteen borings (TW-1 to TW-15) were
performed for the proposed taxiway alignment. Five additional borings (TW-16 to TW-20) were
performed for anticipated taxiway drainage areas. Twelve borings (AP-1 to AP-12) were performed for
the proposed parking apron and four additional borings (AP-13 to AP-16) were performed for the
anticipated apron drainage area. Two borings (CR-1 and CR-2) were performed for the proposed
compass rose.
The approximate boring locations are shown on Drawings 2A, 2B and 2C in Appendix A of this report.
Boring locations and depths were determined by GER. The boring locations shown were not surveyed
and shall be considered approximate.
The standard penetration test (SPT) was conducted in the borings at discreet intervals in accordance with
ASTM D 1586. Small disturbed samples were obtained during the test and were used to classify the soil.
The resistances also provide a general indication of soil strength and compressibility. Profiles of SPT
resistance with depth for each site are shown in Drawings 4A and 4B in Appendix A of this report. One
thin -walled 'undisturbed' tube sample of soft cohesive soil was collected in accordance with ASTM D 1587
at a selected boring and depth for subsequent laboratory testing.
The field investigation program also included performing 16 dynamic cone penetrometer (DCP) tests in
accordance with ASTM D 6951 to assess underlying subgrade strength in -situ at representative taxiway,
apron, and compass rose boring locations. Complete results of DCP testing are provided in Appendix B of
this report. In addition to the DCP tests, 15 bulk samples were collected from selected pavement boring
locations for subsequent laboratory California Bearing Ratio (CBR) tests. Infiltration testing included 11
in -situ permeability tests at the stormwater management soil boring locations. Additionally, soil
resistivity testing was performed at 6 representative locations. Summaries of the DCP, infiltration and
resistivity test results are provided in Appendix B of this report. CBR test results are provided in
Appendix C of this report. Boring, testing and sample collection was conducted in accordance with the
procedures in Appendix D of this report.
3.2 Laboratory Testing Program
Selected soil samples recovered from the borings were transported to our laboratory for visual
examination and testing. Laboratory analyses included natural moisture content, Atterberg limits, grain
size, percent fines, moisture -density relationship, California Bearing Ratio (CBR), consolidation, and pH.
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 3
cER Project No. 110-5031
Test results were used to confirm visual soil classification and to aid in engineering analysis as discussed
in subsequent paragraphs of this report. Results of all laboratory testing conducted are provided in
Appendix C.
4.0 EXPLORATION RESULTS
4.1 Test Boring Records
The subsurface conditions encountered at the boring locations are shown on the test boring records in
Appendix B of this report. The test boring records represent our interpretation of the subsurface
conditions based on visual examination of field samples obtained and selected laboratory classification
testing. The lines designating the interface between various strata on the boring records represent the
approximate interface location. In addition, the transition between strata may be gradual. Water levels
shown on the boring records represent the groundwater conditions at the time of the field exploration.
Ground elevations shown on the boring records were estimated from spot elevations shown on the site
plans and shall be considered approximate.
4.2 Stratigraphy
Subsurface conditions encountered in the borings were composed variable and interlayered sands and
clays of.the Atlantic Coastal Plain. Pockets of organic clay were also encountered at two locations during
the exploration. Drawings 3A to 3D in Appendix A of this report show a representation of the estimated
subsurface profiles at the parallel taxiway, parking apron, stormwater management and compass rose
locations, respectively. Drawings SA to 5D in Appendix B shows a plot of estimated soil properties
determined from SPT testing for each site. Variations between the profiles, soil properties and actual
subsurface conditions should be expected.
P311 Parallel Taxiway
Variable subsurface conditions composed predominantly of interlayered sands and clays were
encountered at the parallel taxiway site. Distribution of the soils was approximately 70% sands and 30%
clays. The sand layers consisted of very loose to dense slightly silty, silty, clayey and clean sand (SP-SM,
SM, SC, SP). The clay layers were predominantly made up very soft to stiff, low to high plasticity, silty
and sandy clay (CL, CH). Firm low plasticity silt (ML) was present at one testing location and soft organic
clay (OH) was encountered at one location. The sand layers ranged in thickness from about 1 to 15 feet
with an average thickness of 5 feet. The clay layers ranged in thickness from about 1 to 7 feet with an
average thickness of 4 feet. The subsurface conditions at two testing locations were composed of sands
only. SPT resistances in the soils ranged from 0 blows per foot (bpf) to 44 bpf with an average of 10 bpf
in the sand layers and 5 bpf in the clay layers. Strength parameters at the site are estimated at an
average 300 friction angle for the sands and average cohesion of 800 psf for the clays.
P688 Parking Apron Expansion
Subsurface conditions at the parking apron site were composed of interlayered sands and clays.
Distribution of the soils was approximately 80% sands and 20% clays. The sand layers consisted of very
loose to dense silty and slightly silty sand (SM, SP-SM). The clay layers were made up very soft to very
stiff, low to high plasticity, silty and sandy clay (CL, CH). The sand layers ranged in thickness from about
i to 15 feet with an average thickness of 5 feet. The clay layers ranged in thickness from about 2 to 8
feet with an average thickness of 3.5 feet. SPT resistances in the soils ranged from 0 bpf to 32 bpf with
an average of 15 bpf in the sand layers and 9 bpf in the clay layers. Strength parameters at this site are
estimated at an average of 320 friction angle for the sands and 1,200 psf average cohesion for the clays.
P688 Compass Rose
Subsurface conditions at the compass rose site were 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 firm silty sand (SM), clayey sand (SC), and slightly silty sand (SP-SM). The clay layers were
GER

14 ,
P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 4
eER Project No. 110-5031
predominantly made up very soft to stiff, low to high plasticity, silty and sandy clay (CL, CH). The sand
layers ranged in thickness from about 2 to 8 feet with an average thickness of 4 feet. The clay layers
ranged in thickness from about 1 to 5 feet with an average thickness of 3 feet. An organic clay (OH)
layer was present at one testing location at a depth of about 12.5 feet below existing grade and was 4.5
feet thick. SPT resistances in the soils ranged from 0 bpf to 25 bpf with an average of 10 bpf in the sand
layers and 6 bpf in the clay layers. Strength parameters at the site are estimated at an average 300
friction angle for the sands and average cohesion of 800 psf for the clays.
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 complete soil conditions that will be
encountered over the entire project limits.
4.3 Groundwater
The groundwater table was encountered in the borings at variable depths ranging from about 3 to 12
feet below the ground surface during the exploration. The shallowest groundwater levels and perched
water conditions were generally encountered near the mid length of the taxiway and northwest corner of
the proposed parking apron. The deeper groundwater levels were typically indicated at the south end of
the proposed apron. The encountered groundwater levels are expected to be close to the normal
seasonal high conditions and may vary by about 12 or more inches between high and low conditions in a
normal season. Fluctuations in groundwater levels may also 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.
4.4 Surface Materials
Surface materials encountered outside of existing paved areas were composed of approximately 4 to 12
inches of topsoil with an average thickness of about 6 inches at the north end of the project and 8 inches
at the south end. Existing pavements were composed of approximately 3 to 8 inches of asphalt and 2 to
8 inches of aggregate base/subbase material. Uncontrolled sand and gravel fill with old asphalt layers
was encountered at a couple of locations. Surface material thickness and composition can be expected to
vary across the project limits.
5.0 ENGINEERING EVALUATION
5.1 General
We have evaluated the project information, site conditions and subsurface conditions described in the
previous sections with regard to design and construction of the airfield pavements. 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 if 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 in -situ 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, and subgrade modulus or k-value, a relative stiffness
parameter. CBR values are typically used in Flexible pavement design and k-values are used in slab and
GEIR

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 5
GER Project No. 110-5031
rigid pavement design. CBR and k-values from the DCP test were derived from various calibration models
developed by the US Army Corps of Engineers and other agencies. Estimated in -situ CBR values from
DCP testing at representative testing locations ranged from about 4 to 15. The average estimated in -situ
CBR value determined for the sites is on the order of 10. K-values from DCP testing are estimated at 120
to 230 pci with an average value on the order of 180 pci.
A summary plot of laboratory CBR test results for each project site is shown in Drawing 7 in Appendix A.
Test results are for remolded soil samples which were soaked in water for 3 days and compacted to
approximately 95 percent or more of their respective Modified Proctor maximum dry density. Laboratory
CBR results were highly variable and values ranged from about 4 to 53. An average CBR value on the
order of 17 was determined for the sites.
The wide range of laboratory determined CBR values suggests the possibility for considerable variability
in the subgrade soils. Most of the laboratory CBR values were above average and some values were
considerably high. In most cases, the laboratory values exceeded the estimated in -place values. Both of
these last two observations suggests that most of the existing materials are capable of being improved
by compaction near optimum moisture content. Relatively low CBR values were determined from field
and laboratory tests in a few cases. In such areas, if these soils cannot be improved by compaction
methods they may require removal and replacement with more suitable material.
5.3 Airfield Pavements
Airfield pavement section alternatives have been evaluated using the PCASE software suite developed by
the US Army Corps of Engineers. Our analysis used the anticipated aircraft traffic data provided
previously in Paragraph 1.3 operating over a twenty-five year period under maximum takeoff weight.
Flexible pavement analysis was conducted for the parallel taxiway, taxiway shoulders and compass rose
tow way. Rigid pavement analysis was conducted for the parking apron. Subgrade assumptions included
a natural or compacted subgrade with a design CBR value of 10 in the case of flexible pavements and
design k-value of 150 pci for rigid pavements.
5.4 Site Preparation, Grading and Ground Improvement
The majority of the site currently contains either a surface layer of topsoil or asphalt pavement. These
surface materials will need to be removed prior to construction. The thickness of pavement, topsoil and
unsuitable surface material requiring removal will likely vary across the site. The numerous drainage
ditches found on the site are expected to contain soft sediments in their sides and bottoms which will
also require removal to depths of 12 inches or more. It may be necessary to provide temporary
dewatering and/or open graded coarse aggregate in preparation of ditch bottoms in order to properly
construct and compact backfill. Treed areas will require grubbing of stumps and large roots. The entirety
of the base housing and other structures to be demolished should be removed from the project site,
including foundation elements associated with the structures. Also, existing utilities should be rerouted
to outside of the proposed new construction footprints.
Finished grades for the P311 Parallel Taxiway are expected to be close to existing grades based on the
preliminary site plans provided. As such, ground settlement for the new taxiway due to placement of
pavement materials is expected to be minimal and within tolerable limits. In order to minimize differential
settlements, existing drainage features shown on Drawing 8 in Appendix A should be filled to final
subgrade elevation for a minimum of 30 days prior to starting pavement construction. Final grading of
the drainage areas may take place following the 30 day period.
A preloading program including surcharge placement along with prefabricated vertical drain (wick drain)
installation is recommended at the northeast corner of the P688 Parking Apron project site in order to
obtain tolerable post -construction settlements. Finished grades were provided for the parking apron site
that indicate fills of varying depths will be required. Special note should be made to fill depths required
at the existing drainage features, and especially to fill required at the northeast corner of the proposed
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 6
GER Project No. 110-5031
parking apron. Fill depths at the northeast corner of the parking apron are estimated to average 8 feet
and approach a maximum of 17 feet. Total long-term settlement on the order of 14 inches is expected
to be generated for the maximum fill depth at the northeast corner of the parking apron. The soft
saturated clays that contribute to the intolerable settlements at the parking apron site are present at
boring locations AP-1 and AP-6.
Drawing 8 in Appendix A also delineates the area of the parking apron subject to surcharge placement
and vertical wick drain installation. Surcharge placement along with wick drain installation is
recommended at the northeast corner of the parking apron. The slow draining clays are estimated to
produce total long-term settlements on the order of 14 inches at the greatest fill depths. Time required
for 75% of primary settlement of the upper clay layer to occur is expected to take from 3 to 10 years
with fill placement alone. The installation of wick drains along with preloading the area with a 5 foot
layer of surcharge material is recommended. It is estimated that surcharge material placed with a
recommended wet density of 120 pcf along with wick drains installed at 6 feet centers in place for 3
months would be satisfactory for the project. Final grading of the area subject to preloading may take
place following the 90 day period or when cessation of movements have been verified.
Excavated topsoil, pavements and other unsuitable materials could be used for surcharge provided its
thickness is adjusted according to its constructed density. The crest of the surcharge should extend to
the edges of the 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 such as settlement plates. Settlement plate details are provided on Drawing 9 in
Appendix A.
In order to minimize differential settlements at the parking apron, existing drainage features shown on
Drawing 8 in Appendix A should be filled to final subgrade elevation for a minimum of 30 days prior to
beginning construction. Final grading of the drainage areas may take place following the 30 day period.
Grading for the existing ditch areas at the P688 Compass Rose site will also likely generate intolerable
settlements. Finish grades were not provided for this site; however, the depth of the existing ditches is
substantial. Filling the existing drainage features to final subgrade elevation for a minimum of 30 days
prior to beginning construction is recommended. Final grading of the drainage areas may take place
following the 30 day period.
5.5 Soil Corrosion Potential
Selected soil samples composited from above the groundwater table were tested for pH and soil
resistivity. Test results indicated soil pH values in the range of about 4 to 6 and soil resistivity values in
the range of about 5,000 to 100,000 ohm -cm. The results of this testing in comparison with published
correlations and standards indicate the majority of the site soils will have a moderately high potential for
corrosion of buried metals. Corrosion protection for buried metal pipes exposed to site soils should be
considered in the project design.
6.0 RECOMMENDATIONS
6.1 General
Based on the subsurface data obtained from the site and our engineering analysis of the subsurface
conditions and project information, the following general geotechnical recommendations are provided for
the project.
6.2 Pavement Design
The following general pavement section designs were determined for the project.
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 7
eeR Project No. 110-S031
1. Parallel Taxiway: 5.0 inches Bituminous Concrete
10.0 inches Dense Graded Aggregate Base Course
4.0 inches Open Graded Drainage Course
Geotextile Filter Fabric
Compacted Natural Subgrade or Select Material (CBR > 10)
2. Taxiway Shoulder: 3.0 inches Bituminous Concrete
6.0 inches Dense Graded Aggregate Base Course
4.0 inches Open Graded Drainage Course
Geotextile Filter Fabric
Compacted Natural Subgrade or Select Material (CBR > 10)
3. Parking Apron: 9.0 inches Portland Cement Concrete
6.0 inches Dense Graded Aggregate Base Course
4.0 inches Open Graded Drainage Course
Geotextile Filter Fabric
Compacted Natural Subgrade or Select Material (CBR > 10)
4. Compass Rose Tow Way: Same as Parallel Taxiway
S. Compass Rose Calibration Pad: Same as Parking Apron
Airfield pavement materials, design and construction should be in accordance with applicable UFC and
FAA requirements. Selection of the appropriate bituminous materials, including the performance grade of
asphalt cement and aggregate gradations, should be made with due consideration to the local climate
and the anticipated vehicle traffic loading. Rigid PCC pavement should attain a minimum 28-day Flexural
strength of 650 psi and use reinforcing steel where required by UFC and based on past experience. All
rigid pavement joints should use doweled construction spaced at 12.5 to 15.0 feet as appropriate for its
thickness.
Aggregate base course should conform to NCDOT gradation ABC and should consist of crushed quarry
stone or shell rock material. ABC should be compacted to 100 percent of ASTM D 1557. Open Graded
Aggregate should conform to NCDOT standard size #57, #67 or #78M crushed stone.
Geotextile fabric should be used for the drainage separation layer. Suggested geotextile fabrics include
Mirafi 500X, Geotex 200ST or other woven products with a minimum grab tensile strength of 200
pounds. Geotextiles should installed in accordance with the manufacturer's instructions.
6.3 Pavement Subgrade Preparation
Topsoil, vegetation, debris, soft, organic and otherwise unsuitable materials should be removed from the
pavement and construction areas and disposed of. Soft material should be excavated from ditches prior
to filling. The base bid thickness of surface stripping should be 8 inches on average with more required in
some areas and less stripping required in others. Ditches and other deep excavations may require an
initial layer of crushed stone and some dewatering effort in order to provide a stable base for compaction
of fill.
Existing drainage ditches should be prepared and backfilled well in advance of pavement construction. To
minimize differential settlements within new pavements, fill for existing ditch locations should be brought
up to final subgrade elevation and should remain in place for 30 days prior to starting pavement
construction.
At all times during earthwork construction, positive surface drainage should be maintained to prevent
water accumulation on the Subgrade. Temporary trenches and sump pits can be used to assist removal
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MICAS New River, NC Page 8
cER Project No. 110-5031
of surface. water. Earthwork construction should be limited to the traditionally drier summer and fall
months if possible to minimize subgrade deterioration.
After completion of initial site stripping and grading, the exposed existing subgrade should be compacted
using a smooth drum non vibrating roller making 3 to 6 passes. The subgrade should be visually
inspected and proofrolled to detect pockets of soft or otherwise unsuitable material. Proofrolling should
be conducted after a suitable period of dry weather to avoid degrading an otherwise acceptable
subgrade. A loaded dump truck, 15-ton drum roller or similar rubber tired construction equipment should
be used for proofrolling.
Site stripping, grading, compaction and proofrolling should be monitored by a full-time field inspector. If
unsuitable soil conditions are observed, they should be corrected by scarifying and recompacting the
material, excavating and replacing with select material, or improved by other methods that are approved
by the Contracting Officer's representative.
Prior to paving, a second proofroll along with appropriate field density and moisture content tests should
be performed on the aggregate base and subbase materials to determine if localized areas have
degraded due to construction traffic or weather.
6.4 Ground Improvement
A preloading program performed at the deep fill areas of the parking apron site is recommended to
minimize post -construction settlements. Preloading should consist of select fill plus surcharge material.
A nominal 5 foot layer of surcharge material having a wet density of 120 pcf is recommended at the area
delineated on Drawing 8 in Appendix A. The crest of the surcharge should extend to the edges of the
ditches or other fill boundary plus an additional 5 feet beyond all apron limits. The surcharge sides should
be sloped at 2 horizontal to 1 vertical or flatter. Prefabricated vertical wick drains should be installed in
the delineated area at a minimum of 6 feet on centers. The wick drain length should be 20 feet below
existing grades. A sand filter or horizontal drain network should be placed on the ground surface prior to
filling as required to facilitate water removal.
The estimated preloading duration is 90 days minimum. Regardless of the theoretical determination of
the time required for settlement to be completed, accurate field monitoring of the process is required to
determine the actual point where surcharge can be removed and construction begins. We recommend
that the surcharge operation be monitored using settlement measuring devices such as conventional
settlement plates installed on the original ground prior to filling. Traditional settlement plates are detailed
in Drawing 9 in Appendix A.
Settlement plates should be installed at representative locations within the delineated surcharge location
at a frequency of about one per every 50,000 square feet or a minimum of 3, whichever is greater.
Instruments should be read initially prior to filling and on a weekly to monthly basis thereafter. Surcharge
material can be removed once the desired results of preloading are achieved as determined by evaluation
of the settlement plate readings.
6.5 Fill Construction
Representative samples of each proposed fill material should be collected before filling operations begin
and tested to determine maximum dry density, optimum moisture content, natural moisture content,
gradation, plasticity and CBR value. These tests are needed for quality control during construction and to
determine if the fill material is acceptable.
Fill and backfill soil used in lower portions of pavement areas should consist of granular material
conforming to NCDOT Class II or better and having a maximum of liquid limit of 30 and maximum
plasticity index of 9 by ASTM D 4318. Acceptable soil classifications by ASTM D 2487 include GW, GP,
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 9
GeR Project No. 110-5031
GM, SW, SP, SP-SM, SM and some GC and SC soils. Some of the upper sand soil layers encountered at
the site are expected to meet these criteria and be suitable for fill and backfill. The clays found in the
upper soil layer are not expected to meet these criteria. The top 8 inches of fill used beneath pavements
should consist of select material meeting NCDOT Class II Type 1 only.
Fill and backfill soils should be spread in thin, even layers not exceeding 8 in loose thickness prior to
compaction. Each layer of soil in building and pavement areas should be compacted to achieve no less
than 95 percent of the laboratory maximum dry density as determined by ASTM D 1557. Care should be
exercised in compaction using vibratory equipment in areas having a shallow groundwater table.
The moisture content of fill soils should be maintained within t3 percentage points of the optimum
moisture content determined from the laboratory Proctor density test. Fills should be free of debris and
deleterious materials and have a maximum particle size diameter less than 2 inches.
The following properties may be assumed for fill and backfill soils when placed and compacted properly:
Angle of Internal Friction, (� (deg.) ..........
30
Soil -Concrete Coefficient of Friction (tan b) .....
0.4
Cohesion / Adhesion, C. (psf) ..............
0
Moist Unit Weight, y (pcf) ................
120
Active Pressure Coefficient, Ka .............
0.33
At -Rest Pressure Coefficient, Ko ............
0.50
Passive Pressure Coefficient, Kp ............
3.00
The fill surface must be adequately maintained during fill construction. The fill surface should be rolled
with steel drummed equipment and properly graded or crowned to improve surface runoff while
construction is temporarily halted. Excavations to receive backfill should not be left open for extended
periods.
Where backfill is required in excavations that are close to or penetrate into the groundwater table, an
initial 6 to 12 inch layer of open graded size #57 aggregate may be used to serve as a stable base for
compaction of subsequent lifts of soil fill. Groundwater should be lowered to below the aggregate surface
prior to compacting the soil.
Fill should not be placed on wet or frozen ground. Fill which becomes softened from excess moisture
should be aerated and recompacted to acceptable levels, removed and replaced with new compacted fill,
or as otherwise directed by the Contracting Office's representative.
6.6 Stormwater Management Facilities
The Stormwater management facilities are expected to consist of underground detention basins at the
south end of the parking apron and additional grassed swale ditches in numerous other locations. At the
proposed Stormwater management site south of the new parking apron, soil infiltration rate at depths
ranging from about 5 to 7 feet below existing site grades measured approximately 5 to 17 inches per
hour. Near the southeast end of the runway in the existing grass areas, soil infiltration rate at depths of
about 1 to 6 feet below existing site grades measured about 0.8 to 11 inches per hour. Results of the
field infiltration tests are included in Appendix B.
Open ponds, grass swales 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.
GER

P311 Parallel Taxiway and P688 Parking Apron Expansion November 9, 2009
MCAS New River, NC Page 10
GER Project No. 110-5031
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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araI L Taxiway
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Lilhology Graphics
® Asphalt Topsoil GM. Silty Gravel ® C., law Plasticity Clay i%/� CH, High Plasticity Clay I., Slightly, sily' poorlygraEed L I SM, silty Sam
II���P���111111 a/.MM
Explanation
G61 �.
TT
.�mw. A.
7 Water Level RIMN
at tree of wbg.
SJ Water L.1 Reach,
alter Jr!"
SUBSURFACE PROFILE:
P688 Parking Apron
P311 vwal 1i" 5
eeee P.n.,e q.m ea.ru
MGS Ne.' RNn, nbN Urtnru
110-5031 3B

l
25.
•
T
,
r
20
Lithology Graphics i
Tl ' I%• �� 7
Topsoil CL, Lax Plastidly Clay f CH, High PWOH, High Organic stioly Clay SC, Clayey Sand USCS Clayey Sall
r,
silt or day 4' j �:
S41nlysity, poodygmded �I••L SM. Siry Sand
l' .:1 sand �LI
Explanation
uAw9r aPT61—
C7 Water Level Re."
at Eme of mfi,
Q Wax L.0 Rea*,
afwd1*V.
SUBSURFACE PROFILE:
P688 Compass Rose
G]II VsaM Ta�Wnya
P69a RW+MMm E.pvum
ML45 Nen Rlror, NMI La,dpu
110-5031 30

0
5
0000—oa -�
000�

ro
0
20
0 00 too o o -0- -
00 0 0 00.
- —Parking Apron Average
0 00 0 00 00 0 - o Parking Apron Test Data
—Drainage Average
0 0 0 0 0�
o Drainage Test Data
0 j I0 0 0 o -0 —Compass Rose Average
—i o Compass Rose Test Data
0 0 0 0 000
0 0 00 0 0 0 00
0 0 00 0 b
0 10 20 30
P688 Parking Apron Expansion
Standard Penetration Resistance (bpf)
40
II 2712 0a a 8 ach VA 23<52e 101 - II
SPT RESISTANCE PROFILE: II
P688 Parking Apron Expansion
P311 Parallel Taxiway &
P688 Parking Apron Expansion
110-5031 1 48

Estimated Friction Angle -o
45
40
40
a
°i
rn
35
`0
30
Ju
V
ru
25
26
20
Sand Clay
Stratum
Estimated Moist Unit Weight
$ 150
n
t 140
rA
130 M
120 20
6 112
0 110
f
it 100
E 90
N
'u Sand Clay
Stratum
Estimated Elastic Modulus
1400
1200
1000
800
Y
m 600
W
400 349
200 151
0-
Sand Clay
Stratum
Estimated Undrained Shear Strength
2000
N
n
r
1815
Estimated Effective Unit Weight
70
`u 65 _66
n
= 60 58
.21 55 54
�+ 50 -56
45
> 40
35
W 30
Sand Clay
Stratum
Estimated Relative Density
100 95
90
80
70
ae 60
50
40
30
20
10
Sand Clay
Stratum
Chart Legend
High
Average
Low
Soil properties estimated from SPT
noes in the soil borings. Actual soil
lies can be expected to vary between
!s and between boring locations.
G E
GeoEnvironmental Resources, Inc.
2712 Southern B.devard, Smte 101
Virginia Beach, VA 23452
ESTIMATED SOIL
PROPERTIES FROM SPT
P311 Parallel Taxiway (TW Borings)
MCAS, New River, NC
Project Number Drawing Number
110-5031 _ 5A
Chart Legend
High
Average
Low
Soil properties estimated from SPT
noes in the soil borings. Actual soil
lies can be expected to vary between
!s and between boring locations.
G E
GeoEnvironmental Resources, Inc.
2712 Southern B.devard, Smte 101
Virginia Beach, VA 23452
ESTIMATED SOIL
PROPERTIES FROM SPT
P311 Parallel Taxiway (TW Borings)
MCAS, New River, NC
Project Number Drawing Number
110-5031 _ 5A

Estimated Friction Angle • 10
38
6
36
a
34
u
82
'3 -
30
e
28
e
u
26
LL
24
22
20
Sand Clay
Stratum
Estimated Moist Unit Weight
150
p 140
m
3 130
126
j 120 11-120 91
116
0 110
f
w 100
E 90
m
w Sand Clay
Stratum
Estimated Elastic Modulus -
1000
900
-908
800
700
600
500
-515
w 400
300
200 -
151 161
100
-96
0
Sand Clay
Stratum
Estimated Undrained Shear Strength
_2079
11 1236
123
and Cla1
Stratum
Estimated Effective Unit Weight
65 - 63
a60 11 57 59
c 55 11 54
0
3 50
45
40
u 35
1=
w 30
Sand Clay
Stratum
Estimated Relative Density
100
90
80
70 79
60
50 -50
O
ao
30
20
10
Sand Clay
Stratum
Chart Legend
High
Average
Low
Note: Soil properties estimated from SPT
resistances in the soil borings. Actual soil
properties can be expected to vary between
samples and between boring locations.
GeoEnvironmental Resources, Inc.
2712 Southern BoUevard, Suite 101
Virginia Beach, VA 23452
ESTIMATED SOIL
PROPERTIES FROM SPT
P688 Parking Apron (PA Borings)
MICAS, New River, NC
Project Number Drawing Number
110-5031 5B

G 28
Estimated Friction Angle -0
Sand Clay
Stratum
Estimated Moist Unit Weight
150
c
140
rn
130
j
23
a
120
11 116
55
112
110
i
100
E
94
m
90
w
Sand Clay
Stratum
Estimated Elastic Modulus
800
27
700
600
a 500
400
w
11
349
300
200
51
100
0
Sand Clay
Stratum.
1000
Estimated Undrained Shear Strength
1171
11 e49
142
;and Clay
Stratum
Estimated Effective Unit Weight
65
6 60 61
t 55 54 53
0
3 50 - SB
45
� 40
y 35
w
30 32
Sand Clay
Stratum
100
Estimated Relative Density
90
80
70
60
_fit
ae
0 50
40
30
20
10
Sand Clay
Stratum
Chart Legend
High
Average
Low
Note: Soil properties estimated from SPT
resistances in the soil borings. Actual soil
properties can be expected to vary between
samples and between boring locations.
G W�hq Ery
GeoEnvironmental Resources, Inc.
2712 Southern Boulevard, Sure tot
Virginia Beach, VA 23452
ESTIMATED SOIL
PROPERTIES FROM SPT
P688 Compass Rose (CR Bonngs)
MCAS, New River, NC
Project Number I Orawiig Number
110-5031 5C

In Situ CBR and k Values By Boring Location
16 250
Ek
14
12 200
10 150
e n
8
m n
> >
Y
m100
U 6
4
50
m pGe
O MunrwrwYP�^�
N 4 (O O N e m N t0 n O N aEnNmnMC�Rwewcu.lrt.
17
Q a a a a� CL G Z
venoE�.,,
Boring Location
GeoEnvironmental Resources, Inc.
2712 Southem Beulevar , Suite 101
Virginia Beach. VA 23 52
DCP TEST RESULTS SUMMARY
P311 Parallel Taxiway &
P688 Parking Apron Expansion
MCAS. New River. NC
Pr 'ed Number Iprawirg Number
110-5031 6

60
50
40
0
30
q
m
U
20
10
D
Laboratory CBR Values By Boring Location
o Laboratory CBR Soaked
2 1n L?r 2n Ce 20 2^ zo ry vt� 0 w o
F 2 2 2 2 2 2 Q Q Q Q Q Q
Boring Location
K
U
2712 Southern Bouleverd, Suite 101
CBR RESULTS SUMMARY
P688 Parking Apron Expansion
MCAS, New River, NC
rojeO Number Drawing Num
110-5031 7

LEGEND:
Install Wick Drains, Fill
to Subgrade Elevation,
and Preload Area With
Soil Surcharge Material
for 90 Days (estimated)
O Remove Saft Materials,
Fill to Subgrade
Elevation, and Allow 30
Days Prior to Pavement
Construction
■ Suggested Settlement
Plate Location (1 per
50,000 SF or 3 plates
minimum)
SITE PRELOADING PLAN

MAINTAIN AT 12" TO
45"A13OVE SURFACE
a
FILL / SURCHARGE_ SURFACE
3" TO 4" PROTECTIVE OUTER
CASING, PVC OR STEEL PIPE
5ECTION5, RESTING L005E ON
TOP OF STEEL PLATE
STANDARD PIPE COUPLING
WELDED TO PLATE
TOP CAP
1-1/2" PIA. STEEL PIPE
SECTIONS, THREADED BOTH
ENDS
COUPLINGS AS REQ'D
24" SQUARE x 1/4" THICK
STEEL PLATE
INSTALL PLATE ON FIRM
NATURAL 5U13GRADE
BEFORE FILLING
NOTES
OBTAIN INITIAL READINGS BY SURVEY
LEVELING IMMEDIATELY AFTER PLATE
INSTALLATION AND PRIOR TO FILL
PLACEMENT.
OBTAIN READINGS TOAN ACCURACY OF
0.01 FEET OR BETTER.
READ ELEVATION OF TOP OF INNER PIPE
AND RECORD PIPE LENGTH ABOVE PLATE.
OBTAIN READINGS ON A WEEKLY BASIS
MINIMUM,
REFERENCE BENCH MARK SHALL REMAIN
UNDISTURBED THROUGHOUT
MONITORING PERIOD.
EXTEND PIPE AND PROTECTIVE OUTER
CASING AS FILL AND(OR SURCHARGE
SURFACE INCREASES USING COUPLINGS
AND ADDITIONAL SECTIONS OF PIPE AS
NECESSARY.
PROVIDE BARRICADES AROUND PIPES
FOR PROTECTION DURING
CONSTRUCTION.
REPLACE AND RESURVEY COMPONENTS
DAMAGED DURING CONSTRUCTION AT NO
ADDITIONAL EXPENSE TO THE
GOVERNMENT.
EmMo-n,enYl
' ua«
GeeEnvlrpnynNl P.ewces. l,c.
cem.nlre E.el�w.
GeoEnvironmental Resources, Inc.
2712 SwAlvn Bou ,y e101
Wr Bra A, VA 12
SETTLEMENT PLATE DETAIL
P311 Parallel Taxiway 8
P688 Parking Apron Expansion
MCAS New River NC
AgFCi MI.BEP
110-5031 9

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

LI�
H
BORING LOG LEGEND
KEY TO DRILLING SYMBOLS
Split Spoon Sample (ASTM D 1586)
Q
Water Table at Time of Drilling
H.S.A.
Hollow Stem Auger Drilling
7
Water Table after 24 his.
M.R.
Mud Rotary Wash Drilling
Undisturbed Sample (ASTM D 1587)
Boring Cave In
PP
Pocket Penetrometer (tsf)
Loss of Drilling Fluid
REC
Core Recovery I%)
Rock Coring (ASTM D 2113)
Auger Refusal
ROD
Rock Quality Designator (%)
Roller Cone Advanced
Roller Cone Refusal
SCR
Solid Core Recovery I%)
Seepage into Borehole
Approximate Strata Change Depth -------- Approximate Strata Change Depth I
Different Soil Types Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD
PENETRATION TEST RESISTANCE (ASTM D 1586)'
SPT RESISTANCE (N) IN BLOWS PER FOOT
SPT
RELATIVE DENSITY' SPT
CONSISTENCY'
N
SAND & GRAVEL N
SILT & CLAY
0-4
Very Loose 0-2
Very Soft
5-10
Loose 3-4
Soft
11 - 30
Firm 5-8
Finn
31 - 50
Dense 9 - 15
Stiff
51 +
Very Dense 16 - 30
Very Stiff
31 -50
Hard
51 +
Very Hard
ROCK QUALITY'
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
ROD (%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2"
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
1' to 3'
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
S to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10'
Very Wide
Very Thick
HARDNESS
Very Hard - Breaking specimens requires several ham hammer blows
Ham- Hard hammer blow required to detach specimens
Moderately Hard - Light hammer blow required to detach specimens
Medium - May be scratched 1116" deep by a knife or nail, breaks into several
pieces by light hammer blow
Soft - Can be gouged readily by knife or nail, corners and edges broken by
finger pressure
Very Soft - May be carved with a knife and readily broken by finger pressure
WEATHERING
Fresh - Fresh rock, bright crystals, no staining
IS .aht - Minimum stainaing and discoloration, open joints contain clay
Moderate - Significant portions of rock shows staining and discoloration, strong
rock fragments
Severe -AII rock shows staining, rock fabric evident but reduced strength
Very Severe - All rock shows staining, rock mass effectively reduced to soil
with strong rock fragments remaining
Complete - Rock reduced to soil with rock fabric not discemable
§Resistance or a standard 2-inch O.D., 1. 375-inch I.D. split spoon sampler driven by a 140 pound hammer free -falling 30 inches.
'after Terzaght and Peck, 1958
GEZ

SOIL CLASSIFICATION CHART (ASTM D 2487)
SYMBOLS
TYPICAL
MAJOR DIVISIONS
GRAPH
ILETTER
DESCRIPTIONS
0 ; 0 0 0 ;
3 O O O IGW
WELL -GRADED GRAVELS,
CLEAN
GRAVEL -SAND MIXTURES,
GRAVEL
GRAVELS
000p�p0
LITTLE OR NO FINES
AND
GRAVELLY
(LITTLE OR NO
GP
POORLY -GRADED GRAVELS.
GRAVEL SAND MIXTURES.
SOILS
FINES)
-
on
LITTLE OR NO FINES
THAN 50/
�p0
COARSE
OFFRE COARSE
GRAVELS
GM
SILTY GRAVELS. GRAVEL -
GRAINED
FRACTION
WITH FINES
QaO
SAND - SILT MIXTURES
SOILS
RETAINED ON
NO.4 SIEVE
(APPRECIABLE
oQ
GC
CLAYEY GRAVELS, GRAVEL -
AMOUNT OFFINES)
tO p
0
SAND - CLAY MIXTURES
SW
WELL -GRADED SANDS.
CLEAN SANDS
GRAVELLY SANDS, LITTLE OR
SAND
NO FINES
MORE THAN 50 %
AND
(LITTLE OR NO
OF MATERIAL
IS LARGER
SANDY
FINES)
SP
POORLY -GRADED SANDS.
THAN NO. 200
SOILS
GRAVELLY SAND, LITTLE OR
NO FINES
SIEVE SIZE
M0RETHAN50%
SANDS WITH
SM
SILTY SANDS, SAND - SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
(APPRECIABLE
NO. 4 SIEVE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
.:j
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
ML
SILT -VERY FINE SAND MIXTURES,
ROCKFLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
CL
MEDIUM PLASTICITY,
FINE
LESS THAN
GRAVELLY. SANDY, SILTY, &
GRAINED
50
LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SOILS
SILTS
1
1
CLAYS OF LOW PLASTICITY
AND
INORGANIC SILTS AND MICACEOUS.
CLAYS
MORE THAN 50 %
Y111111111
MH
DIATOMACEOUS AND ELASTIC
OF MATERIAL
SILTY SOILS
IS SMALLER
RO-1—
CH
INORGANIC CLAYS OF HIGH
THAN NO. 200
SIEVE SIZE
HIGH PLASTICITY
LIQUID LIMIT
GREATER THAN
PLASTICITY, FAT CLAYS
50
OH
ORGANIC CLAYS OF MEDIUM TO
—
HIGH PLASTICITY, ORGANIC
SILTS
HIGHLY ORGANIC SOILS
PEAT, HUMUS. MUCK, SWAMP SOILS
— — —
PT
WITH VERY HIGH ORGANIC
CONTENTS
DISTURBED SOILS WITH POSSIBLE DEBRIS
OTHER
SOILS
UNCONTROLLED FILLS
AND RUBBLE, OLD CONSTRUCTION
WASTES, NON -ENGINEERED BACKFILLS
DECOMPOSED OR PARTIALLY
0. \ 10. \I
TRANSITIONAL MATERIAL BETWEEN BOILAND
WEATHERED ROCK
r1
ROCK WHICH MAY RETAIN THE RELICT
(J Tii///JIII
)
STRUCTURE OF THE PARENT ROCK
Atterbefg Limits
PARTICLE SI2E IDENTIFICATION
Law Plasticity Soils High Plasticity Soils
BOULDERS: teeter then 300 mm (12 in.)
COBBLES: 75 mm to 300 mm (3 .12 in.)
60
50
40
a
a 30
a 20
10
0
a?°g
P
Nle�
�K
NO
1•Y FNI
Poem.
ie.
ni.mm
Nlan
--
--
_,tau--
N.n.m
-
I
y.I.Li
II
I
GRAVEL: Cohne- 19.0 mm to 75 mm(0.75-31n.)
Fine- 475 mm to 19.0 mm(IM-075 in.)
SANDS: Coarse- 2,00 mm to 4.75 mm
Medium- 0425 mm to 2.00 mm
Fine 0.075 mm to 0425 mm
SILTS 8 CLAYS: Lase Olen 0.075 mm
PLASTICITY INDEX Ph & SHRINK-SWPOTENTIAL
0-4 None
4-15 Slight. Le.
15-M Medium to High
31. High to Very High
ADDITIONAL RELATIVE OESCRIPTIVE VALUES
0 10 20 30 40 50 60 70 80 90 100 tram < 10% Soma <35%bet>20%
Liquid Limit Late <20%out >10% And!>35%
GER

TEST BORING RECORD
GeDEnvIronmental Resources Inc.Environmental, ndutrialErineeri Engineering Consultants
e Geotechnigl &Industrial Engineering Consultants
Boring No. AP-1
E
.Sheet No. 1 of
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/26/2009
Depth (li): 20.0
Elevation (ft.): 18.5
Client: C. Allan Batnforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo SY
Material Description
Ground
Water
Comments
S
P
Uncorrected
Penetration Rem t mce (blows/foot)
It III
ft In
T
0 50
Pavement 3 inches asphalt, 2 inches
cnishcd stone
-
-
-
"
I
_28_
-
- --
Silty SAND (SM)
Finn, light brown, tine
13
IS
l
_
---
_
-
_
Silty, High Plasticity CLAY (CH)
Very stiff to very soli, light brown to grey
_
1
4
5
°
_ _16'-I-
-
-
-
-
-
10
3
-
2 .
--
--
---
1 _
_
L
Silty y snNn (sN1)
Finn, orange brown, fine to medium-
-
-
-
--
-
4
5
12
15
5—
..'.....
_
--
'.IIj-
1
_
_ -
Slightly Silty SAND (SP-SN7)
-
—
—
—
Firm, tan, fine to medium
0
024__
_
u
6
-I
Boring temnmated at 20 feet.
I
7
--------------------
-
5
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I
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-
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---
2
5
8
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---
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9—
GeoEnvimnmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 w .geronline.com

TEST BORING RECORD
Materials,
GeoEnvironmental Resources Inc. Environmental, Groundwater, Engineering
f Geotechnigl8lnduslaal Engineeung Consultants
Boring No. AP-2
b
Sheet No. 1 of
Project: P311 Taxiway/P619 Van Pads/P688 Apra
GER Prgject Number. 110-5031
Location: WAS Nee River, NC
Driller: Fishburne
Date Drilled: 3/26/2009
Depth (11): 20.0
Elevation (it.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
1t m
Depth
It m
Lith-
"logy
gy
Material Description
Ground
water
Conuncnts
S
P
'I'
t7ncoRected
Penetration Resist mce (blows/foot)
0 2� 5U
15
10
5
_5
$
4
3
2
2
-3
I
-
$
I
2
3
4
7
8-
Pavement 3 inches asphalt, 2 inches
crashed store
p
��
13
s
x
}
4-
a
a
0
°
m
u
_ _
-
_
'-(-
si-
__
$
--32�
Silty SAND (SNB
Densc to loose, light grey, fine to medium--
Silty, High Plasticity CLAY (CH)
Stiff to firm, light brown to grey
- T�
- - -
-
- -
�I111
II
I
20"-
---------
-
-
{
- -
- -
Silh,SAND (SM)
Firm, grey to orange brown, fine to medium
--
—20
I--------
•...
:'.
Slightly Silty SAND (Sp-SM)
Finn to loose, light grey to tan, fine to
medium-
m
I
I
�_
I
__
_
__--.
-
--
__
-__
__
_.__
_-23_
_-I
_
___
____
Boring temrinated at 20 feet.
___
-_1
_
............
_
_
_
I_-_
-
-
-
-
--
- -
-
-
--�
--I
-
--
-
1
-
---------------
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronlme.wm

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,GroutrialErineerigConsultants,
� Geotechnica181ndusMal Engineering Consultants
Boring No. AP-3
Sheet No. 1 of 1
Project P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishhurne
Date Drillcd: 3/26/2009
Depth (ft.): 20.0
Elevation (ft.): 18.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
S
P
Penetration
Uncortected
Resistance
(blows/foot)
ft
on
ft
in°logy
T
0
25
50
Pavement 3 inches asphalt, 2 inches
L
cnrshed stone
(T
j
--_-
Slightly Silty SAND (SP-SM)
Finn, tan, fine
5
Silty SAND (SM)Loose,
light brown, line15
�112
4T-11r
_-I-I
-I
�-
Silty, Iligh Plasticiq- CLAY (CH)
Stiff, light brown to grey5
4
__ll
20
a
II-
QQ
Silty SAND (SM)
.L
-
Finn, orange brown, tine to medium
I
3-Slightly
Silty SAND (SP-SM)
_
J
_
e
Finn, light grey to tan, fine m medium
u
_-
_
�20�
_
_=
--
4
=-=1==
-
- -
5
m
18-=_
-
-
5
—
—
—I
0
0
c
---
18I
0
j{
20
6
I
Boring terminated ar. 20 feet.
u
—
7
f
:
-
a
n
-2
75
g
-�-
-
--
e
e
eee -10
-3
5
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 vnv<v.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,
Poring No. AP-4
€
ndutrialErgHeeringusMaltants,
� Geotechniral8 Industrial Engineering Consultants
Sheet No. I of 1
Project: P311 Taxivvay/P619 Van Pads/P688 Apra
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drilled: 312.5/2009
Depth (11.): 20.0
Elevation (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Continents
S
T
Uncorrected
Penetration Rcai3ipnce (bloe•shbot)50
ft m
ft m
0
Topsoil- 6inch"
19t
-
-
-
-
Silty SAND ISM)
5
F
Finn, light brown, line
e
--{II14
-
-
- -
-
-
I S
Plasticity CLAY (CH)
Stiff. high I)
brown
Stiff, light brown
1
tl
_ —
_
�
T{I}-
I{
5
Slightly Silty SAND (SP-SM)
Finn to loose, tan, fine to medium
Sz
10
3
-
-
--
--
-
--
--
--
10
-
-j--
�19-I-
-
LL
2
,
T
10
n
-�
-------
---
-
-
4_-__-�61
----
1
---
I�
15
I
I
I
5
__
_
--
_
0
0
_
_-____
____
r
12
-
ot
-
-
.f
-
- -
- -
-
Boring terminated at 20 feet.
I
7
2
-
__
-I_
_
25
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463.3200 w geronline.com

TEST BORING RECORD
rgReering Consultants
GeoEnviron mental Resources Inc. Environmental, Industrial
� Geotechnical8lndustrial Engineering Consultants
Burin No.
g AP-5
Sheet No. 1 of I
PiojecC P311 Taxiway/P619 Van Pads/P688 Apra
GER Project Number: 110-5031
t
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (11.): 20.0
Elevation (ft.): 17.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lah-
olo
Material Description
Groan
Water
Comments
S
1'
Uncorected
Penetration Resistance (blows/foot)
ft in
ft in.1.
0 23 50
5
"ro soil- 6 inches
e
a
=_
151
Silty SAND(SM)
Firm, light brown, fine
Sandy, I,oaPlasticity CLAP (CL)
---1-9�
_
-
----
4
l
Stiff, light brown
e
.-�
--I'15—__
_I
-I
5
I__
Slightly Silty SAND (SI'-SD7)--
2
Finm n, tan, fine to edium
n
--
--
. 24
-
10
Il
Silh. SAND (SM)
_ _
-_
_
2
r
Firm, orange, fine to medium
s
11
5
___
_
_-__
4
-�-----
-
-
=----14
--
_-
_
----
15
-
--
- -�
-
-
5
i (1
0
----
--
-
-
0+�
i
-
i
-I
o
-
6
Boring terminated at 20 feet.
I I
I-)-
L
_
_
-
-5
-
-
-
--
---
--
----
c
2
7
--
—
+
—
e
25I-
r
8
-
--�3
—
--
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--—
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o
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-
-
-
--
-
-
--
-
-
I-
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 vav _geronline.com

TEST BORING RECORD
GeoEnviron mental Resources Inc. Environmental,
13onng No. l U
AP-6
Industrial Engineering Consultants
f Geotechnigl 8lnduslrial Engineedng Consultants
Sheet No. 1 of 1
I'miecC P311 Taxiway/P619 Van Pads/P688 Apro fllGER
Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/25120119
Depth (11.): 20.9
Elevation (ft.): 20.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
'logy
Material Description ption
Ground
Water
Comments
s
I'
Uncorrected
Penetration Resi� ice (blows/foot)50
li in
It at
T
0
6
'Topsoil- 6 inches
r
--
-
9
SlightlySiltySAND(SP-SNI)
o
_-
Fimr to very loose, black to dark brown, line
a
to medium
a
-
-
---
-
-
_
__
-
e
14
--
_
____
5
,
1
perched water
_
-
--
Ir
_-
table
_2-I
_
_
_
-
_ _
I5
5
Silty, high Plasticity CLAN' (CII)
Very soft, grey
--_-_____
_
2
-
4
0
o
0--
-__
-
:----T=-_
TI
{IL
10
3
10
3
---
--
_
--
-
2
4
e
-
I
_
_
_
Silty (SAf)
Fimr, grey, line to mediurn
_
16-
-
-
-_
- _
5
I5'.'-
5
-
-_----_---r
--
--
--
-
27-
--
6
--
--
{
}
-_
_---
g
g
"
Boring terminated at 20 feet.
I
I---
5
5
-
-
--
-
- -
- -
--+-
I
R
--
-
--
_--
2
__
-
--
--
--
--
-
__T_I
T___
_
GeoEnvironmental Resources, Inc. 2742 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 vmw.geronlme.mm

TEST BORING RECORD
Geo Environ mental Resources Inc. Environmental' Groundwater, Hazardous Materials'
Geotechnical B Industrial Engineenng Consultants
l3oring No. AP-7
!•
Shect No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apron
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (ft.): 20.0
Elevation (fl.): 23.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
GroundS
Water
Comments
P
'r
Uncorrected
Penetration Resistance (blows/foot)
ft m
ft In
0 25 50
7
Topsoil- 6 inches
—
10--
---�"
--�—
SiIhSAND (SM)
s
I'
Loose to eery loose, black to dark brown,
fine to medium
s
�"
perched water
table/P
e
I.:.
20
6
S
I
o
S
a
0
I
T
0
0
3
Sily, High Plasticity CLAY (Cll)
Very soft, grey
_
_
_ _
_
_
q
n
�{_--___
—_
u
-
--
T
10
3
Slightly Silty SAND (SP-SM)
Firm, tan, fine to medium
15
5
—
—
I
5
—
15
—
I
Boring terminated at 20 feet.
f_
_
_
—i
_
7
_
_
_ _
0
0
�__
8
LL
I
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 vmv.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Materials,
Boring No. AP-8
S
� Geotechnial8lndustrial Engineering Consultants
Sheet No. 1 of 1
Prgject P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New Rirer, NC
Driller. Fishhurne
Dale Drilled: 4/16/2009
Depth (li): 20.0
Elevation (11J: 20.0
Client: C. Allan Bannforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lida-
ologY
Material Description
GroundS
Water
Conunents
T
Uncorrected
Penetration Rests nce (blows/foot)
fitm
ft m
0
6
Topsoil-8 inches
e
'
--_
--
Slightly Silt)' SAND (SI'-SNI)
loose, ran, tine to medium
--
-
I
-_----+
---
- j
�*
- -
-
�-
Silty SAND (SM)
$
1
Loose, light brown, line, with trace clay
e
- _5_
Q{\
-
--
J+44
- -
_
- -
�j
city CLAY (CL)
Silh', Lowe brown
Slid: orange brown
IS
$
4
2
-�
13
Silty SAND (SM)-11
-
--
-
T
-
-
orange hrown, line to medium, with
s
--11---
-rII-
-
trace
trace clay
o
I-
-
--
10
;
10
3._
.
=--=11_
-
f-
_
-
-
-I-
-------
•
Slightly Silty SAND (SP-SN7)
Finn, tan, fine to medium
--f-
--
--
2
4
-�'
---
_
--
-
T
- --
$
IS
�-
---
-
-
----�_
1
5
..
-
--
--
---___--29-------
0
0
20
Boring termmaled at 20leet.
-17
r
--
_�
_$
25
-----__-1
---1--
8
2
-
---
L
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 w .geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, ndundwaEngineering Co Materials,
� Geotechnical8lndustrial Engineering Consultants
Boring No. AP-7
Slicer No. 1 of 1
Prgjccl: P311 Taxiway/P619 Van Pads/P688 Apron
GER Project Nurnber: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (f(.): 20.0
Llevation (it.): 19.5
Client C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
S
1,
Uncorrected
Penetration Resist ace (blows/foot)
Fl in
li m
T
0 2 50
—
Topsoil-6 inches
_
5
�
_]_
I_
Silty SAND (SM)
Loose, tan, fine
�j
T
5
.
10
Ij
T
15
Silty, Low Plasficih CLAv(CL)
Stili: light brown with trace to little sand
5-
--
--�_
--_�
Silty
4
2
SAND ISM)
Finn, orange, line to medium
,°
°
-
18
18
-
-
1
10
3
1+1
I
;
,.
Slightly Sdh' SAND (SP-SM)
Finn, an, fine to medmm
- -L
I
_ _
1 _
19
_ I-
I_
_
�°
TT-1
2
j_
4
°
5
15;
-I
- -}-
-
i
r
--
16
--
- -
- -
--
-
. 0
0
--
I
_I_
--
-
2
Boring temunatcd at 20 feel.
_
_ _
_ _ _
i
t
-1
7t-
-
-
-
25--5
-2
8
--
--
--
i
7
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 vrviw.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,
Boring No. AP-10
� Geolechnical &Industrial Engineering Consultants
ndundwaEngineeringC Consultants
Shect No. 1 of 1
Project: P311 Taxiwav/P619 Van Palls/P688 Apra
GF,R Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Dale Drilled: 3/25/2009
Depth (ft.): 20.0
Elevation (li.): 18.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary•
1?levation
Depth
Lith-
olo
Material Description
Groun
Water
Comments
s
f
'f
Uncorrected
Penetration Resist mec (blows/foot)
ft m
R m
�'
0 2 50
Topsoil-6 inches
-
-10
Silh SAND (SM
Loose,All-
light brown, fine
s
15
I
a
--
--
----
Sily, I1igh Plasticity CLAY(CB)
Stiff, light brown with trace to little sand
s
f
-
T1a
-i-
-
-
-
- -
--
40/
1
5
Silty SAND (SM)
Finn, orange, fine to medium
2
Q
-�13_
_
_
____
=
--____-
10
;
s
_
ll
r--
Slightly Silt SAND(SI'-SM11)
Finn, lan, fine to medium
__
'- -11
--
_ _
_
-_--_-
to—
l
16
-_
_
B
B
5
4
--�
--$
--'-
-_
SiIhSAND (SM)
Firm, orange, fine to medium
-�
_-----
1
15
_
5_-
„
_24
"
Boring terminated at 20 feet.
-�-j-
--
-
-
--
--L
-2
n5
-
_
-
-
-
-
--
_ -
-
-
g--
10
;
----
----
---
-
-
--
_
-
9
--f--
{ ---
--
--
-�`--f-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources, Inc.. Envifonmental, Groundwater, Hazardous Maleoals,
Geotechnical& Industrial Engineering Consultants
l3orin No. A P-1 1
€
Sheet No. I of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apra III
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/21109
Depth (Q.): 20.0
Elevation (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo &Y
Material Descrtpuon
Groun
Waun
Comments
S
P
'r
UnCnRCeled
Penetration Resistance (blows/foot)
ft m
ft m
0 25 50
5
'topsoil- 6 inches
,
e
1
- I
10---
-
-
Silty SAND (SM)
Loose, light brown, fine
-
--_
--
-�---
---
-
--
Silty, high Plasticity CLAY (CH)
Stiff, light brown with truce to little sand--
- -
--
- -
15
5-
Slightly Silt SAND (SP-SM)
Finn, taro, fine to medium
2
Q
u
_-�
_18
_i"---=_-___
0
3
8
t
�
_
--�-
Silh. SAND ISM)
Loose to firm, orange. fine to medium
t0
3.::..��;�II
2
-_16-----I----
=--
---
5
0
--
-
-
4
..:
-
-------------
--
IS
_-I
5
_LI
_
_
- --
0
0
Slightly Silty' SAND (sP-SM)
Finn, tan, fine to medium
__
____
T_
1____��___
E-116
-
--
i
-1
v0
-
Boring temunated at 20 feet.-
_
I
_
=_
_
_
_
_ _
5
7
2
'S
8
9
I
1
1
I
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-4633200 vmw.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, ndutrialErgHeeringConsazardous ltants,
� Geotechniral8lndusttial Engineering Consultants
13oringNo. AP-12
b
Shect No. 1 0l' I
Project: P31 I Taxiw:rv/P619 %'an Pads/P688 Apro
GER Project Number: 1111-5031
Location: WAS New River, NC
Driller: Fishburne
pate Drilled: 4/16/2009
Depth (i.): 20.0
Elevation (l 15.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Gruun
wmer
Comments
S
p
Uncorrected
Penetration Resist nice (hlowshbol)
ft m
fl m
T
0 2� 50
Topsoil inches
}
s
s
B
-
_
10
_
_ _
_
- _
I
_
Silty SAND (SM)
Loose, light brown, fine
I5
I
�-
__
_
Silty I,ow Plasticity CLAY (C1.)
Pinn to stiff. brown, with little sand
4
P
Silty SAND(SM)--_-
Loose to very loose, brown, fine to mediun-
5
�-i-
I l
3
._..'..
]�
}
I
5
4
-�
_
-
-
_ -
- ---
- -
-
-
--
-
-
- -
- - -
'
Slightly Silty SAND (SP-SM)
Finn, orange, fine to medium
5
--
_
-
0
0.'
a
12
_ __
_
6
0
"
fluting terminated at 20 feet.
_
_
I
_
___
_-
I
2
25
R
LL_----_---1--�--I-
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463.3200 vmv.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, ndunrialEngHeeringConsultazardous a is
� Geotechniral8 Industrial Engineering Consultants
Boring No. AP-I3
Sheet No. 1 of 1
Prgjecr P311 Taxiway/P619,Van Pads/P688 Apra
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (ft.): 15.0
Elevation (ft.): 16.5
Client: C. Allan Elainforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Comments
S
1'
Uncorrected
Penetration Resistance (blows/Iimt)
ft in
ft or.1'
0 25 50
_
Topsoil- 6 inches
_ LI
8
-
L
_
-
-
Sandy, Low Plasticity CLAY ((:L)
Finn to stiff, light brown
15
_
_
_�-
4
Silty SAND (SM)t-
Loose to firm, tan and orange, fine to
-16,
-�
-'I�
- -
10
4
5
'
medium
,
_ I
_;'I
--
T-
--
T
s
T
��T_�-
T
--
_
T
-T
T-
I S
Boring tenni nated at 15 feet.
_
_I
0
0
5
I
_
`
l
6
-TT-TT
- -
-
i -5
--�
---
id-
'
-
-
T
25
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronlme.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, ndundwaEngineeringCoter, Hazardous Multants,
e Geotechniral &Industrial Engineering Consultants
Boring No. AP-14
Shed No. 1 of 1
Project P311 Taxiway/P619 Van Pads/P6SN Apra
GER Project Number: I IU-SU31
Location: WAS New Riser, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (f.): 15.0
Elevation (11.): 19.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft in
Depth
ft inology
Lith-
Material Description
Ground
Willer
Comments
S
P
.1'
Uncorrecled
Penetration Resi mcc (hlows/foot)
0 9 50
—
Topsoil- 6 inches
_3-
_ _ _
_
_I_
Claccr SAND (SC)2
Very loose, brown, fine
I
- -
-
--
Sandy, Low Plasticity CLAY(CL)
15
Soft to sti IT. light brown
-
_
-
_
-
10
4
5
I...
o
a
8
e
e
_
10._--
- ---
-
----
�j-�_16-
.
-
_
Slightly Silty SAND (SP-SM)
Firm, tan, fine to medium
Silty SAND ISM)
Loose to very loose, orange, fine to medium
_
_--_
_
4
IS
Boring tenninated at 15 feet.
j__
5
_-
-
- -
---
---0
--
0
20
6
-
5
7
_
_L
_
_
_
-{I-
2
05
-I
-
1 ----{-
R
_
----I
-
---
-----
10
9
-
-
�--j--
--
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757.463-3200 www.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. EnvironmentalIndutrialEgineering Hazardous Materials,
e Geotechnica161ndusVial Engineering Consultants
13orin No. AP-15
B
Sheel No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apron
GER Project Number. 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Depth (ft.): 15.0
Elevation (fIJ: 17.0
Client: C. Allan Bamforth, Jr.
' Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
Material Description
Group
Water
comments
s
1'
.1.
Uncorrected
Penetration Resistance (blows/foot)
ft on
ft toolo
0 25 50
5
Topsoil- 6 inches
-
Sandr, Lmr Plasticity CLAY (CL)
Solt to stiff, light brown
15
__I_._
I____
11 yI-
__
-
__
__
4
_F__
� 1
-C-i-16_
___
Silly SAND ISM)
Loose to firm, oranee, line to medium
5
2
-
--14-
---{--
-I--�
Ill
10
t
5
I
�-
I
_ -
_l
-
_ -_-l-
'
�_
�
j-�
15
Boring terminated at 15 feet.
)_
-
i
5-
5
6
r
—
T
i
-
--
5
--{--{--
-
-
--
-
-I--
-
7
'
25
I
I
_
ItI
yII-
8
-10
-3
-
-T-
_T_-
--
---
T
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 vww.geronline.com

TEST BORING RECORD
Materials,
GeoEnVironmental Resources Inc. Environmental, GroIndustrial
Boring No. AP-16
� Geotechnical &Industrial Engineering Consultants
Engineering
Sheet No. 1 of I
Project: P311 Taxiway/11`619 Van Pads/P688 Apro
GHR Project Nurnber: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drilled: 3/25/2009
Dcpth (li): 15.0
Lievalion (ft.): 16.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Groun
Water
Comments
S
P
'f
Uncorrected
Penetration Resist rice (blows/foot)
ft III
ft m
SY
(1 2 50
'topsoil-6 inches
I
Silty SAND ISM) -
3
I S
Ft
Very loose, light brown, fine
v
-
-
-
----
_
Sandy, Low Plasticity CLAY (Cl,)
-
- -
-
-
-
- -
Stiff, lightbrown
-
10-
------
-
-
5
o
Slighth Silty SAND (SI -SM)
Finn, tan, fine to medium
�14
-
10
i
2
-
Silt), SAND ISM)
Loose to Jinn, orange, fine to medium
_
_ -_
"
-
+-
x
5
'
-}}I-
4:::
°
--
-- -----
Off
- -
15
- -{-
-}-r
-F-
Boring terminated at 15 feet
0
0
5
=_�-
---
- --
-i
--
-7
- ----
-
-
-
6
-
-I--$�--
-
-
-1
I
_
_
-2
7
-j- - -f
-
-
-
-
- -
5
----I-
-
--
---_
--
-
-10
-3
g
-
-
-_--I
-
_
-
-
4
9
1-
- -I
-j-
-
-
- - -
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.cem

TEST BORING RECORD
Gen E nVlron mental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Geotechnical B Industrial Engineering Consultants
13orin No. CR-I
B
Sheet No. 1 of 1
Project: P311 Taxiway/P619 Van Parts/P688 Apron
ER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishhurne
Date Drilled: 3/27/2009
Depth (ft.): 20.0
Elevation (ft.): 23.0
Clicne C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Continents
S
P
Uncorrected
Penetration Resistance (blows/foot)
0 m
it m
SY
1'
0 25 50
Topsoil- 8 inches
'
--91
_
Silh SAND ISM)'
�_
-
-
Loose, light brown, line
r
_
_
_ _
-_
_ _ _
20
91
-
6
1
-
Q
_T--
-
----
e
- =
-I
-
-�-
-
_
--
Sandy, Low Plasticity CLAY(CL)
5
Stiff light brown to erey
Q
-,
8
I_
5
'ilh' SAND (SM)
Loose, orange brown, fine to medium
%
-_
- -
4
- -f
-{-
- -_
L
15
Clavec SAND (SC)
Loc se, orange brown, line to medium
°
6
A
10
3
Silty SAND ISM)
Loose, orange brown, fine to medium
10
3
4
Slightly Silt' SAND (SP-SM)
Finn, light grey, fine to medium
15—
_____
_-______.
__I_
--
-}-
-
--
- -
-
-
5
_
L
I
G20-
---�
_
i
o
-
13ong tenatee at 20 feet.
nmti
-
-
_
__�_
-_
--
0
0
7
_--___
___
___
L
,I
75
-
-
-
8
-
-
- -
-I
_l--
_1
9
- }-----I
-----
- -
1
-2
i
GeoEnvimnmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 l~.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Geotehnical, ndutrialEr, Hazardous Consultants
e � Geotechnical8 Industrial Engineering Consullanls
13orin=No. CR-2
b .
Sheet No. I of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/27/2009
Depth (ft.): 20.0
Elevation (ft.): 19.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
ology,
Material Description
Ground
Water
Comments
S
p
.1'
Unconceted
Penetration Resi t mce (blows/toot)
ft m
ft m
0 50
Topsoil -R inches
3_I6
_
_ _
Clayey SAND (SC-SND
Very loose, light brown to grey
°
_
_
--
_
_
_
- I(-
--
_
_
__
_
5
I
Q
=
-
--
-
Silty, High Plasticity CLAY (CID
15
Finn, grey
,
-
--1
II
=
-_
- -
_-
-_
�-
-1
__
5—
_#
-
-
Silty SAND (SAf)
4
Loose to very loose, orange brown to grey,
--
- -
-
2
fine to coarse
a
-31---
---_
'j-
-
--
--
-3
-=
�
-
- -
_ -_
10
3
3—.
10
o
OI-+�--
----
I--
�—
-
- -j-
°
o
--}
—
-2
— —
—
— — —
—
—
----
t-
Organic Silty CLAY (O11)_-
4
Very soft, brown with trace sand
��-
-
-
- __
0
11
_
__
_
5
..-
f5
15
---
--
-
-
Silty SAND (SM)
Finn , light grey, fine to medium
0
0
ti
II
I
20 _
13onng terminated at 201ecL
_
_II
+ _,_
-
------_
l
7
_I
--
--
- -
-
--
-
5
--
_
L
-2
05
_
-
R
--
-lo
3
9
-_�_____'I_..
- -
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 www.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geolechnical& Industrial Engineering Consultants
Boring No. TW-�
Sheet No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apron
GER project Number: 1111-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (It.): 20.0
Elevation (ll.): I LS
ClicnC C. Allan Bamforth, Jr.
Drill Method: 4" Mud Rotary
Elevation
Depth
Lilh.
olo
Material Description
Ground
Water
Comments
S
P
Uncorrected
penetration Resist mee(blows/foot)
it m
ft orT
0 250
10
Topsoil - 6 inches
e
-
1
-
Silty, Lore Plasticity CLAY (CL)
Finn to stiff, ntled orange with bray
xn
- _
---
�==1=
(
3
--�
- I--
-I--
T---
8
-
19,
-
---I�--{--j-
-
5
----------
---
Slightly Silty SAND (SP-SM)
17imr to loose, orange to tan, fine
5
o
r
15
j
_
I
1
--
____
_
Silty SAND ISM)
3-
Loou to very loose, dark brawn, line, trace
e
I
_--
1
clay
I
I_
0
0
Silty, High Plasticity CLAY (CID
Soft, brownish -gray
Silty SAND (SDI)
4
Very loose, brownish -gay, fine, trace clay
pxtt recovery
-
-
-
-
�-'
and organics
_4
—
1
15
L
-
---
-_
-
Slightly Silty SAND(SP-SM)
Fimr, line
o
_
_-�_
___
I 5
I
5
Bray.
i
1B
,
- 0
Boring tatcd at 20 tier.
emun
-
_
-
-f==
+
- -
_�_
_
---_--
-
-
-�-
a
5
-15
6
-
-
-�_
-
--
5
9--�-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A633200 vrww.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnviron mental Resources, Inc. Geotechnical& Industrial Engineering Consultants
Boring No TW-2
Sheet No. 1 of 1
Project: P311 Taxieay/P619 Van Pads/P688 Apra
GER Project Number: I10-5031
Location: MCAS New River, INC
Driller: Fishhurne
Date Drilled: 3/31/2009
Depth (IL): 20.0
C:levation (It.): 9.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
1'.levation
ft on
Depth
ft atT
Lith-
ology
Material Description
Groun
Water
Comments
s
1,
Uncorrected
Penetration Resist race (blows/foot)
0 2 50
FILL- Clayey sand, brown, mixed with
cnrshed stone
B
-
s
JpQIJ
- -
L
- -
- -
-
Sandy, Law Plasticity CLAY (CL)
Finn, orange, brown and gray, line to
mceium(Possible lilt)
- _
_I1-
- _
--
_I
fff
'
-
--
-
//PP7II--I(f(f
---
_
_
5
5-Clayey
.
III
SAND (SC)
Very loose, gray and Ian, fine to medium
I
L
T
_ _
i
_ _
_Me
I
o
s
-
-'I
13--_
SAND (SP-S\1)
Slightly with white, tine
Finn, t
-
•
Silty SAND ISM)
-
- -tanwiih
0
0
1
;..
Very loose, dark brown, fine, trace to little
organics
-3_I}L..1
_
_ _
-
__
_
I-
-��-
2I
�-_
Silty, 11 rt! Plasticity CLAY (CII)
Very sort! Y
-
_
- _
_
-
--
-
l
4
0
--
--
-
--
---
-
_
'�-_
5
_2
15
5
SiltyOrganic CLAY(011)
Very soft, dark brown
-
-
yII
i
J
_L
_
--
_
Clayey SAND (SC)
Very loose, dark brown with gray, fine, trace
organics
-
-1
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- -
l-
-
IO
3
20
6
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-
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
Cs Materials,
GeoEnviron mental Resources Inc, Geotennical Industrial
t Geotechnical8lndustrial Engineering Consultants
Engineering
Boring No. TW-3
�
Sheet No. 1 of 1
project: P311 Taxiway/P619 Van Pads/P688 Apron
GER Project ;`lumber: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
Elevation Eft 10.O
ClienC C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
GroundUncorrected
Water
Continents
P
Penetration Resisnnce (blows/foot)
ft in
ft m
T
0 23 50
Pavement- Approx. S inches asphalt over 8
inches crushed limerock
_
I
_
FILL- Silly sand, brown, with 3"
_
_ _
_
_
_
_ _
bituminous layer at 18 inches
'
Silty SAND (SNI)
_ _�
Br
2
1
Loose to firm, brown to light gray, fine to
medium
_---
T
--__
-
5
5
Q
I
m
Clean SAND(SP)
Finn, light gray, line
e
-.4�-_
Clayey SAND (SC)
--
j
_
Very loose, brownish -gray, fare to medium,
trace organics
0
0
I
.
Silty, high Plasticity CLAP (CH)
Very dark brown,
2 -
soli, gray to trace wood
and roots
I
I
I
I
-5
2
15
5
---I
--
-
-
--
Slightly Silty SAND (SP-SNI)
j
Loose, light gray, fine
- -
-
-L
-
6
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2
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_
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 vw;v geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,GrostrialEngineeringCsMaltants,
Boring No. TW-4
�
t Geotechniwl 8lnduslrial Engineering Consultants
Sheet No. 1 of
Project P311 Taxiway/P619 Van Pads/P688 Apro
GBR Prgject Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Dale Drilled: 3/31/2009
Depth (ft.): 20.0
Glevalion (1t.): 12.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
1-ith-
m to
Material Description
Grounds
Water
Comments
1'
Uncorrected
Penetration Rcai�mcc (blow /(nol)51
ft m
m
gy
T
0
Pavement- Approx. 8 inches asphalt (no
base layer)
e
,
I
- -
Silh�,IlighLlasticihCLAY (Cut
-�8----
-
----
Finn to stiff, mottled gray with orange
-
1
- -
10
3
I
-
j
-
--
--
-
�(
5
I
I
_
z-
----
-�
-
-
2
-tr
-
-
5
e
Silty SAND (SM)
-
-
- _
-
Firl, orange to gray, fine to medium, trace
clay
_
__
-
___
_
Clean SAND(SP)
1
Loose, tan with white, line
__
_
--
I
f
-�----
-
--
-
0
0
33
-
-
-
-
Silty SAND(SM)
_`
-
4
Loose to very loose, brownish -gray, fine to
_
medium, little clay, trace organics and wood
-
5'
-
1
'1
-
-
"1
-
---
_ --
_
- -
-
-
---
5
-
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_-
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-
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-
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-0-Boring
terminated at 20 f ct.
-
-
-
--
_
-
-
10
-3
- -
-
-
7
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-
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8
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-
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9
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Cs sultants
� Geotechniol8Industrial Engineering Consultants
Boring No. TW-5
Shect No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishhurne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
Elevation (ft.): 13.0
Client: C. Allan Bamforth, Jr.
Drill Method 3" Mud notary
Elevation
Depth
Lith-
logy
Material Desenph°°
Group
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/loot)
ft in
ft in
0 25 50
Topsail
'Topsoil- I(1 inches, trace grovel
_ f
61
_ _
-
I_
_
-
--
--
- -
- -
- -
Silty, Lmr I'lasticitr CLAY (CL)
Firm to still, mottled orange with gray
= T-14_
III
_
_
10
3
1
s
TI
5-
Silt), SAND (SM)
2
Firm, tan and orange, fine to medium, trace
'
clay,
Slightly Silty SAND (SP-S%o
Finn to loose, tan and orange, fine
,
- -
- - -
- -
-
- -
5
7/
___
_
I
I
3
I
1
Silty SAND (SM)
Very loose to loose, brown to gray, fine,
a
I _
4
_I
clay
trace_---
>
_'--------------
_
0
0
q
_I__
_
__
-
-
-
_
_-5 -
___
___11
�
-
i
l
15'�'
Il
I
5
-
-I
Slightly Silty SAND (SP-SM)
'
-
_
S5
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2
20
6
-�-
Boring terminated at 20 feet.
-
�
I
-10
"3
7
25
T
_q
8
-
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-
-
----
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-
-
-
-T
I
5
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 vamv.geronline.com

TEST BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc.
ring No.
BoT W _6
Geotechnical& Industrial EngineenngConsultants
Sheet No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS Nee River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (ft.): 20.0
Elevation (ft.): 14.0
Client: C. Allan Bamrorth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
Material Description
GroundS
Water
Comments
T
UncOn'Wed
Penetration Resis ace (blows/foot)50
ft an
ft anologY
0
'-
Topsoil-4 inches
q
9
--
-�
-
Silm SAND (SMI)
Loose, brown, fine to medium, trace clay
_
-
-I-------
---------
5
7--
-
- -
--
pet.chedwater
-
-
table
- -
�-
-
-
10
q
- - -
- -
tt
Silh', High Plasticity CI AY (CI I)
hiran to stir, mottled gray with orange
-
-8--
-
1--
---
--I-
5
44
2
'
Silty SAND(SM)
2
Loose, gray with um, line to medium, trace
U
clay
-
-
Ir
_
-
-
-
- -
-
_
L_
%Loose,
Clean SAND (SP)10-
4
tan with orange, line to coarse
7
-
---
IM._
5
I
---_
Silty SAND ISM)
Loose to very loose, gray with brown, fine,
- - -
- -
- -
-
'�-'
-
trace clay and organics
-
-
4
. _.'
n
__
_
____
.2-
_
_
_____
0
0
,'.'
___
_
�
IS
_---�-
5
5
Slightly Silq- SAND (SP-SM)
Firm, gray, tine to medium
m
If
--
6
0
Boring terminated at 20 feet.
�
__
7
_
--
-
25
_
g
Flil-
_____
-4
91
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 t~.gerondiae.com

TEST BORING RECORD
GeoEnvironmental Resources Inic. Environmental, Groundwater, Hazardws Matenals,
Geolechnical8 Industrial Engineering Consultants
N
x
o
rc
3
Boring No. TW-7
b
Sheet No. 1 of
ProjecC P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 3/31/2009
Depth (11.): 20.0
Elevation (ft.): 18.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Ground
water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
ft III
ft in.1,
0 25 50
-
Topsoil-6 inches
2-a1�-
'
--1----1"-�-
---
r
Silty SAND (SM)
Very looseloose, tan dark brown, line,
5
trace clay and panty cemented pieces
'
_f
-nted
-
$
_
_I
IS
perched water
z
-
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-
_
-
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s
L �I
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5
Sandy, Low Plasticity CLAY (CL)
StilT to firm, mottled tan with orange
-t-
I
�7---
- - -
Silty, l ligh l'lasticity CLAV (CI I)
Fimr to soft, mottled light gray with orange
o
— �I
— — --
—
3
?
{�
>
Clayey SAND (sC)
2
Very loose, mottled light gray with orange,
fine
5
a
Slightly SiltY SAND (SP-SM)
Finn, brown to gray, fine to medium, trace
e
5
.'
line gravel
- I-
-
_
I
IS
5
-
-
-1---F
I
-
0
0
..
s
_
_
.15._f
i
'06
-
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-
Boring terminated at 20 feet.
7
_�
__
_
____
____
5
-2
25
8
-
-
-
_
_
_
-
-10
-3
-
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-
- -�
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GmEnvimnmemal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www Ileronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Matenals,
Borin No. TW-8
g
Geotechnical B Industrial Engineering Consultants
Shecl No. 1 of
Pro ecC P311 Taxiway/PG19 Van Pads/PG88 Apro
GI:R Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drillcd: 3/3112009
Depth (ft.): 20.0
Elevation (11.): 22.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
8levation
Depth
Lith-
'logy
Material Description
Groun
Wmcr
Comments
S
P
Uncorrected
Penetration Resist nce (blows/foot)
ft onIl
m
T
0 2 5(1
Topsoil-4 inches
9�
-
-
-
-
Silo SAND (Sol)
Loose to very loose, black to bmwnish-gray,
_
_
_
_- _--_
fine
--
op
____
_
__
C
1
�
-
Petchcd wakT
/PPPP
-{_
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table
v
-3___----'
- -
--
-}-
5
Sandy, Lori Plasticity CLAY(Cl,)
_ _ _
_
-f -
Soft to very soft, brownish -gray
5
2
1{---
----'
_
-_
--
I S
o
-
_
-
-
-
_ - -
Silty, I ligh Plasticity' CLAY (C11)
Very soft, gray, trace organics
---------------
4
__
__
_
--T_
_____
10
3--_
-��--
--
-
-�--
Silty SAND ISM)
10
Very loose, brown, fine to medium, trace
-
-
_
_
-
3
clay
-
-
_
_
_
-
- -
4
Clean SAND (SI')-
Fimr, white to brown, fine to medium�13
5
__
____I___-.._
_
---
_
_
___
-
-
-
-19``
20
6
Boring terminated at 20 feel
0
0
- --
yI
- -
--
-
-
- -
7
-1=-
25—
-
-j--}----
8
----_-------'--�-T
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---
-
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-
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 7574633200 www.geronline.com

TEST BORING RECORD
GeoEnviron mental Resources Inc. Environmental,GrostrialEngineenngCsMaltants,
� Geolechnigl &Industrial Engineering Consultants
Boring No. TW-7
�
Slicer No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apra
GHR Projccl Nurnber. 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Dale Drilled: 4/16/21109
Depth (fi.): 20.0
Elevation (ft.): 23.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
I-ith-
olo
Material Description
Material
Ground
Water
Comments
S
P
Uncorrected
Penetration Resistance (blows/foot)
ft III
li an
0 25 50
Topsoil- 5 inches
'
Slightly Silty SAND (SI -SM)
'
]
Q
Very loose to firm, light brown, fine
z
20
!
I
table d water
a
_�_\I
13
_
__
mble
-
-
I
5
S SANll(SM)
Very loose to Finn, light brown to light
o
_
{
grey,
-
-
line to medium, with trace lenses of day
e
_
-�
15
4
10
i.._'.
0
3
4
15
--
� -i
--
- -
'—
5
5
- ----
-_-
-
--
Boring ruminated at 20 teet.
_
_
—
0
0
7
_ _
___
__
i
75
__
_
__
_
5
__--
-2
9
GeoEnvironmenml Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources InC. Environmental, Groundwrater,Hazardous Materials,
f Geotechnical & Industrial Engineering Consultants
Borin No. TW-10
€
Sheet No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number. 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Dtilled: 4/16/21)(19
Depth (If.): 20.0
Flevation (d): 20.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
ology
Material Description
Groun
Water
Comments
S
p
Uncorrected
Penetration Resist rice (blows/foot)
0 in
It m
0 2 50
�0
—
Tnpwil-8inches
e
I
6
- 4�-
_)_
_
--
1----
Silty SAND (SM)
Very loose to base, grey to brown, line to
Q1
-
- -
I-
--
-
-
- -
mcdmm
_l
_
_
�
_
_�
L
I
-�--
5
:
Silty, Low Plasticity CLAY (CL)
_7-
Fimr to stiff, orange brown, with trace sand
8
-I
T
I
IS
5
I-
'
10
-
--
�1---
-
4
_
1
-�
-
--
-
-
-
-
SlightlySlltySAND(SP-SM)
.
--+
----
Lase to tintr, tan to orange, fine to medium
1
-
- -
-
10
)
_
--
10
3
°
�_
�
I
_
��
-
-_
15
----
5
15
-
--
-
-
51_
r_
1
_
_
2
6
Boring temnnate at 201eet.7—
0
0
_
_
_ -
_
_--__
_
_
_
l--------------
5
g
-
-
-
-
-
-
--
--
2
_
_
_
__
-------------
9
--1
-,
-
-, ---
-
-
--
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w .geronlme.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, ndutAalEgineedngConwater, Hazardous atedals,
t Geotechnigl &Industrial Engineering Consultants
13oringNo. TW-11
b
Shect No. 1 of 1
Project: P311 Taxiway/P619 van Pads/P688 Apra
GER Project Number. 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Date Drilled: 4/16/2009
Depth (ft.): 20.0
Elevation (ft.): 19.0
Client: C. Allan Bamfurth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olo
Material Description
Ground
Water
Continents
S
1'
Uncorrected
Penetration Resis ance (blows/foot)
ft in
ft titT
0 23 50
Topsoil- 5 inches
)
o
- _'6
_
_
1
-J
_
I_
_ll_
—
— _—L
'
Silty SAND (SM)
Loose, light brown, line
5
r
o
- - -
_
Silty, High Plasticity CLAY (CH)
Firm to stiff, brown, with trace to little sand
IS
5
�-
-�-:E
-
-
4
_
--
9!----
-
-
-
?
TT
L
JII
10
3
10-
Slightly Silt' SAND (SP-SM)
Loose to firm, tan, fine to medium
3-
-2
4
5—---I_
—
do
—--
—
I
1
T
— dz
—
—
—i—
--
0
0
o
00
"
6
Boring temnnated at 20 feet.
I
i
�_ _
__
__
_
7
_
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—
_
—
5
e
25
'
8
_
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---------
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- -
- -
-
--
-
- -
-
9
-
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GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 waw.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,
l3orin,No. TW-12
b
ndutrialErgHeeringusMaltants,
� Geotechnical8lndustrial Engineering Consultants
Shed No. 1 0l' 1
Project: P311 Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishhurne
Date Drilled: 4/16/2009
Depth (It.): 20.0
Elevation ((.): 18.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
olog➢
Material Description
Ground
Water
Comments
s
I'
Unconecled
Penctratiun Resisymce (blows/foot)
Ct III
ft m
T
0 S
T
"topsoil-8 inches
_3._
_
�.�_
-
_ _
-
Silt, Low Plasticity CLAP (CL)
So-1tostiff, brown with little sand
'
_
_ _
_ -
_�
- _
-
--
-
-
-
j d12
5
I
_l
5
4
Silk SAND (SM)
a
Punt, brawn, fine to medium
- -
-
-
-
2
_
___-18__
___-
10
I
=
�
Slightly Silty SAND (SP-SN1)
3
Loose to tine, tan, tine to medium
�7�
3
I
10
• .
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5
4
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_
--
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------
-
-
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0
0
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-
-
-
-_
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20
poring terminated at 20 feet.
_
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7
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4
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GeoEnvironmenlal Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.mm

TEST BORING RECORD
GeoEnvironmental Resources, Inc, Environmental,IndutnalEr,Heeringusnsultats
� Geotechnical & Industdal Engineering Consultants
Boring No. TW-13
Sheet No. 1 of I
Project: P311 Taxiway/P619 Van Pads/P688 Apra
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishhurne
Date Drilled: 4/16/2009
Depth (ft.): 20.0
Elevation (ft.): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
elegy
Material Description
Ground
1 ater
Comments
5
P
'1'
Uncortected
Penetration Rest ranee (blows/Coot)
ft an
It no
0 5 50
Topsoil- 12 inches
l
_ I_
5
OI4l
- -
.
Silty SAND (SM)
z
Very loose, dark grey & black, line to
z
I I
_
-
_
medium
-
- --
-
-
-
-
Sandy, Low Plasticity CLAY (CI,)
IS
z
4-
4
Soft to very soft, grey
z
0
lT$--;_-_
-
-
__--_-_-_
-
5
1
II
-
-1-
---jjj---
T
_
-
2
_
10
3
_
z
-
-
-
- -
-
Silty SAND (SM)
Very loose to loose, grey, fine to medium
o
_
- 4:
10-
3
10-
2
s
Slightly Silty SAND (SP-SM)
Loose io firm, Ian, line to medium
s
-
-
-
5
4
24,
IS....
--�_-
�J
-----
=f----
I
-- -
-
--
-
-
-
tIS..
--
--j-
-
-
6
a
-
-
2
Boring terminated at 20 feet.
I_
j_
r
2
7
--
_
-
---
-
i-
25-
R
>
----
-
-
j
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 www.geronline.com

TEST BORING RECORD
GeoEnviron mental Resources Inc. Environmental,GroundaaEngineenng Hazardous Materials,
� Geotechniwl &Industrial Engineering Consultants
13ormg No. TW-14
Street No. I of 1
PtojecC P31I Taxiway/P619 Van Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller: Fishburne
Dale Drilled: 4/16/20119
Depth (ft.): 20.0
Elevation (It): 19.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
'logy
gy
Material Description
Ground
Water
Comments
s
l'
Unconecled
Penetration Resist nee (blows/foot)
ti inft
III
T
0 50
--
Topsoil - 8 inches
- 4L
- -
- -
_
Silty, Low Plasticity CLAP (CL)-
Soll to firm, brown
- -
-I-
-`-
-
-.-
-
5
---�--L'-
-�--
----
IS
e
"j--'-"
Clayey SAND(SC)
Fimr, brown, line to
5
medium—-13
— —
_
— —
_
_ _
=
_
_
_
l
4
Slightly Silt' SAND (SP-SM)
Loose to dense, Inc, fine to medium
�7
s
—
1Y—
—
=
2
11.
L
_-I
-I_
_
I
IS
;--
-
-
0
0
20
Bormg temunu le at 20 fecL
7
_
___
_____
__—
5
—
------
25
_
--I
I—
---
—
--
---_—
--
--
--—
—
--
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 x geronhne.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental,Indun al EngineeriHazang
� Geotechnira181ndusMal Engineeung Consultants
gCoous Maltants
Boring No. TW-15
Sheet No. I of I
Project: P311 Taxiway/P619 %'an Pads/P688 Apron
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 4/16/21109
Depth (fl.): 20.0
L'levalion (111): 19.5
Client: C. Allan Bamforth, Jr.
Drill Method- 3" Mud Rotary
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
S
P
't
Uncorzected
penetration Resi. ranee hlows/foot
( )50
III
It In
0 5
Topsoil- 7inches
-B
_
-
- I` -
eVySilty SAND (1)
_
_{
Loose, light brown, line
I
�
---_---
-
-
Silty Low Plasticity CLAV(CL)
Stiff brown
10
+
_
_
- L--L
--
-
-
---
l
Clayry SAND (SC)
firm, light grey, line to medimn
-�-14
--�-
-I-�--
-
_--L
I S
5
•
Slightly Silty SAND (SP-SM)-
Loose to firm, light grey to tan, fine to tours
a
-
'11
-I
--
10
3
10
;
s
1
-
z
10—
0
0
6
....
s
-�-�-
IB
--
'
"
Poring tem hated at 20 feet.
_
----
--r
__
_
-
--
_
7
-
--
--
-
---
{-
-I-
S
-2
8
-
-
- -I-
1
-
-
-
--1-
-__
-
;
--
_
--
_-� {-I
-
_
In
9
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 k .geronlme.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Engineering Consultants
e Geotechnica181ndusUial Engineedng Consultants
Boring No. TW-16
b
Shect No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apra
GER Project Number: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Dale Drilled: 4/16/2009
Depth (ft.): 15.0
Elevation (II): 17.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
ology
Material Description
Ground
Water
Comments
1'
Uncorrected
Penetration Resit nce (blows/Ii)oQ
ft on
ft to
U �Sg 50
5
Topsail- 9 inches�-
—
8
—
--
——
Silty SAND(SM)
Loose, dark grey, fine
—
IP
—
— —
—
--
5
1
v
_
6
__
_ _
Silty, High Plasticih CLAY(CH)
Firm to very soli, grey
__
---
_
_
10
3
,
-
--
-
--
--
0--
-F
I—
10
3
0
T
I
2____
2
Silty SAND (SM)
Very loose grey, fine to medium
5
4
Silty, Loa' Plasticity CLAY ((:L)
Very
I
soft, grey
e
4.
C-
--
Silty SAND (SM)
S
Very loose, grey, fine
Boring temrinated at 15 feet.
_
_
5
-
�_
-_
__
-{I
L
U
0
--
---
I
-----
---5
---
-------
7
--
-
---
-2
-
-
- -
-}-
- -}-
-
05
--�-
--
- -
-
--
-
-
--
8
-
-----
--
--
-
--'
9
--f-
--
--
----�
--
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757A63-3200 w .geronline.wnn

TEST BORING RECORD
GeoEnvironmental Resources InC. Environmental, Groundwater, Hazardous Materals,
Geolechnical 8lndustrial Engineering Consultants
Boring No. TW_I7
Shect No. 1 of 1
project: P311 Taxiway/P619 N'an Pads/P688 Apron
GER Project Number: 110-5031
Location: MICAS New River, NC
Driller: Fishburne
Date Drilled: 4/16/2009
Depth (ft.): 15.0
Elevation (f.): 18.0
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
lilevation
Depth
Lith-
o logy
Material Description
Groun
,Vu1ir
Comments
5
T
Uncorrected
Penetration Resistance (blows/foot)
in
ft rim
0 2j 50
--
Topsoil-8 inches
+
_ 4
_
Sandy, Low Plasticity CLAP (CL)
Soft to stiff, brown
5
:
- -
- �-
-
---
5
1
18
4
—I-
4
5
Slmghtlr Silty SAND (S11)
B
Finn to loose, orange brown to (trey, fine to
medium• with little clay
B
SZ
T_
10
3
z-----
_
�r---
___
_
3
.7_I_
2
_
_
_
L_,_
_II
T
-
--�-
-
-
5
4
z
-
-
-
--
_
_
O--
I
--
'
IS
Boring terminated at 15 feet.
_-
__-___--_i
I
i
�
5
_
_ __
___
___
0
0
I
I
6
--
�-
-0
-
--
--
'
-5
7—
--{------�--
-
--}
---
i
e
-2
25
0
0
-
8
—
u
-
-
-
-
—
3
o
9
—
--
��
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 vm^w.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Geotehnicall,GroutnalErgHeeringCsMultants,
� Geotechnical8lndustdal Engineering Consultants
t3orin No. TW-18
€
Sheet No. I of 1
Project: P31 I Taxiway/1"619 N'an Pads/P688 Apro
GER Project Nutnber: 110-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 4/16/2009
Depth (It.): 15.0
Glcvation (ft.): 21.5
Client: C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotan'
Elevation
Depth
Lith-
elegy
Material Description
Ground5
Water
Comments
P
Uncorrected
Penetration Resis nice (hlows/foot)50
ft III
ft in,
0 S
Topsoil-6 inches
$
Silly SAND (SM)
20
Loose to Finn, orange, fine to medium with
_,
-{-
--
-
6
little lenses of clay
e
r
- _I _ --
{ i
I
s
``,11''
-112r—I
--
-
_
�--_
5
5
-
-
-
-';_
- -
-
-
-
7 -
--
- -
--
-
--
15
2
I
;
I
-�
_ ______}--
10
7
-
-
_
_
_
__
4-
9i=
_--_-
-T
�
--
-----_
2
15
5
e
tiering terminated at 15 feet.
--
--
--
5
_
_
_
--
----
- -
--
-
1
- -I-
-
-I-
-•-
-
-
-
20
6
-I-
- --
--
--
-
-
- --
- -}_
I_
--
-
-
--
0
0
-
--
--
-
-
-
---
_
-
--
-
-}
-
-
- -
7
tt
5
g
--
-
_
-
-
--
- yI-
---
-2
----i--
{---
-
--
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 wrw.geronline.00m

TEST BORING RECORD
GeoEnviron mental Resources Ire. Environmental, Groundwater, Hazardous Minerals,
Geotechnical d Industrial Engineering Consultants
Boring No. TW-19
Sheet No. 1 of 1
Project: P311 Taxiway/P619 Van Pads/P688 Apron
GER Pr icel Nomber. I10-5031
Location: WAS New River, NC
Driller: Fishburne
Date Drilled: 4/16/2009
Depth (ft.): 15.0
Elevation (ft.): 21.0
Client: C. Allan Batnforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
Depth
Lith-
Material Desenptton
Groun
Water
Comments
s
f
.1.
Uncorrected
Penetration Rest. tree (blows/toot)
�5
ft III
ft Inolo
0 50
Topsoil-4 inches
_4L�-
Silty, Low Plasticity CLAY (CI)
Soft, brown
20
6
--
Silty SAND (SAD)
Loose, grey, line to medium
5
�-
- -
-
-
- -
I
perched water
_
-
table
/I
Silt)', LowPlasticih' CLAY (CI.)
5
Soft to stiff, orange brown
IS
5
-
---�-
-
--
4---
- 12
--
---
Silty SAND(SM)
f---
-
10
3
{I
HI
10
;
Finn to loose, orange, fine to medium
4
-
8{
= -
I S
Boring temtinaled at 15 feet.
5
5
-
----
---
I
-
-
t--
-
0
0
_
I
"I
- --
-I-
- -
-I-
- -I
-I
'
'S
-
---
--
---------
S
8
-
#If9
--
-I
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TEST BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Industrial ngineenngCnsr, Hazardous ltants,
e Geotechnical8lndustdal Engineering Consultants
13oringNo. TW-2O
b
Sheet No. 1 of I
ProjccC P311 Taxiway/P619 %'an Pads/P688 Apro
GER Project Number: 110-5031
Location: MCAS New River, NC
Driller. Fishburne
Date Drilled: 4/16/2009
Depth (11): 15.0
Elevation Q)): 18.5
ClicnC C. Allan Bamforth, Jr.
Drill Method: 3" Mud Rotary
Elevation
ft m
Depth
fit 111
Lith-
olo gY
Material Description
GroundS
Water
Comments
P
'r
Uncorrected
0 Penetration Resis pnce(blows/foot)50
--
Topsoil -g inches
'
'
-
--_
-
-
--
Silty SAND (SM)
Loose dark grey, fine
IS
5
5
'
°
_
--
Sandy, Low Plasticity CLAN' (CL)
Finn to stiff brown
__I
- -
-13
----
___.
__
___
_
-
Slightly Silty SAND(SP-SM)
Firm, an, fine w mediun
1
°
-
..
clayey - Silty SAND (SGSNI)
Loose, tan and orange, fine to medium
10
3
°
-"
8�
--
- "
r
-
--
-
10
--
-
Slightly Silty SAND(SP-SM)
Finn, orange, fine to medium
-
---
5
1
15
Q
>
-
-'
1 O
_ _
-
-
-'
_
Boring terminated at 15 feet.
I_
5
--------
T
-
-
0
0
6
-
--
------
_
-
-_
--
-
---
----F---
-
--
-
t---
-
-
--
--
-
-
-
-
--
_5
-
-
-
-
I
--
-2
25
I
--
---
9
-
- -
{-
-
-
GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757463-3200 w ,geronline.com

Dynamic Cone Penetrometer
References: ASTM D 6951 - 03, 'Test Method for Use of the Dynamic Cone Penetrometer in
Shallow Pavement Applications"
The 8-kg DCP is shown schematically in Fig. 1. It consists of the following components: a 15.8-mm
(5.8-in.) diameter steel drive rod with a replaceable point or disposable cone tip, an 8-kg (17.6-Ib)
hammer which is dropped a fixed height of 575-mm (22.6-in.), a coupler assembly, and a handle. The tip
has an included angle of 60 degrees and a diameter at the base of 20-mm (0.79-in.). The apparatus is
typically constructed of stainless steel,, with the exception of
the replacement point tip, which may be constructed from
hardened tool steel or a similar material resistant to wear. n Nandla
The DCP is held vertically and the tip seated such that the top
eM1 mar Skq (1).616)
of the widest part of the tip is flush with the surface of the
4A kq(10.1 Ib1
material to be tested. An initial reading is obtained from the
—
graduated drive rod or a separate vertical scale/measuring
rod. The distance is measured to the nearest 1-mm (0.04-in.).
E e ^Uppar Pod
Some sliding reference attachments allow the
scale/measuring rod to be set/marked at zero when the tip is
at the zero point.
Anvil with
Quiak�Connea Pin
The operator raises the Hammer until it touches, but does not
_ Up,,
impact, the handle. The Hammer is then allowed to free -fall
Atmthm.nt
and impact the anvil coupler assembly. The number of blows
and corresponding penetration is recorded.
D aaN�
The depth of penetration will vary with application. For typical
16 mm (513 in) diemater
E
highway applications, a penetration less than 750 mm (30")
will generally be adequate. In soft soil the DCP may be
advanced to 6 feet. The total penetration for a given number
or Ma.surinq Nod
of blows is measured and recorded in mm/blow, which is then
used to describe stiffness, estimate an in -situ CBR strength
from an appropriate correlation chart, or other material
_ toot
characteristics.
tip lrausable Point
or di sposeble cone)
The presence of aggregates > 2" or rock strata will either Fiqun 1-Sth.m.tk of DCP D.N,.
stop further penetration or deflect the drive rod. If, after 5
blows, the device has not advanced more than 2 mm (0.08") or the handle has deflected more than 75
mm (3") from the vertical position, the test is stopped and the device moved to another test location.
If a distinct layering exists within the material tested, a change of slope on a graph of penetration/blow
vs, depth will be observed for each layer. The exact interface is difficult to define because, in general, a
transition zone exists between layers. The layer thickness can be defined by the intersection of the lines
representing the average slope of adjacent layers. Once the layer thickness' have been defined, the
average penetration rate per layer is calculated.
The correlation of penetration per blow (DCP) is derived from the equation CBR = 292/DCPI.11
recommended by the US Army Corps of Engineers. This equation is used for all soils except for CL soils
below CBR 10 and CH soils. For these soils, the following equations are recommended by the US Army
Corps of Engineers:
CL soils: CBR < 10: CBR = 1/(0.017019*DCP)'
CH soils: CBR = 1/0.002871*DCP
Other correlations are made for resilient modulus and modulus of subgrade reaction.

DCP TEST DATA
Project: P311 Taxiway/P619 Van Pads/P688 Apron Date: 26-Mar-09
Location: AP-1 WAS New River NC
Soil Type(s): Silty SAND (SM)
Hammer
6 Type
0 10.1 IM.
O CM
17.61bs.
O Q
O opN Aeirvnvs usM
All ah x 1l
No. of Accumulative Type of
Blows Penetration I Hammer
1
2 462 1
0
5
10
15
F 20
w
w
25
30
35
40
0.1
CBR (p/ )
1.0 10.0 100.0
1 10 100
k Value (pci)
GeoMean CBR Value (%): 7.4
GeoMean k-Value: 167 pci
46 MN/m3
0
127
254
381 E
E
608 H
w
w
835 C3
762
889
1018
1000
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
26-Mar-09
Location:
AP-3 MCAS New River, NC
Soil Type(s):
Slightly Silty SAND (SP-SM)
Hammm �j
O 10.11Ls.
Sd Try,
O CH
1).616s.
O CL
O Bah hammers usN
J
� All abler stlls
No. of Accumulative Type of
Blows I Hammer
1
1 1 1 163 1 1 1
6
en
0
5
10
1s
c
20
a
w
0
zs
30
35
40
CBR (%)
1.0 10.0 100.0
1 10 100
k Value (pci)
GeoMean CBR Value (%): 4.9
GeoMean k-Value: 143 pci
39 MN/m3
0
127
254
381 E
E
608
a
w
635
762
889
1016
1000
GER

DCP TEST DATA'
Project: P311 Taxlway/P619 Van Pads/P688 Apron Date: 26-Mar-09
Location: AP-5 MCAS New River, NC Soil Type(s): Silty SAND (SM(
Hemmer Sal Type
10.1 lbs. 0 CH
1].6 lbs. 0,
0 Bath hartunus used qll °Mer sills
CBR (%)
0.1 1.0 10.0 100.0
0 0
No. of
Blows
Accumulative
Penetration
(mm
Type of
Hammer
0
0
1
1
36
1
1
63
1
5
10
127
1
88
1
1
108
1
15
-
264
2
140
1
2
168
1
H 20
yaj
93 26
—
-
381
E
508 3
W
636 0
2
192
1
3
227
1
3
258
1
3
289
_
1__
3
318
_
1
30
3
346
1
3
377
1
782
35 889
lit 1016
1 10 100 1000
k Value (pci)
GeoMean CBR Value (%): 15.0
GeoMean k-Value: 226 pci
62 MN/m3
Reference: ASTM D 6951
3
410
1
2
432
1
2
460
1
2
488
2
509
3
533
1
3
554
1
3
573
1_
_
4
598
1
5
626
1
5
658
1
5
693
1
3
719
1
r4EII
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
26-Mar-09
Location:
AP-6 MCAS New River, NC
Soil Type(s):
Slightly Silty SAND (SPSM)
Hammer
IDs.
Solt Type
O CH
V.6IM.
O CL
O BOM Hammers uses
AU oMcr will
No. of Accumulative Type of
Blows Penetration Hammer
1 2 1 112 I 1 I
a.1
0
5
10 -
15
c
20
w
W
26
30
35
40
CBR (%)
1.0 10.0 100.0
1 10 too
k Value (pci)
GeoMean CBR Value (%): 13.9
GwMean k-Value: 218 pci
59 MN/m3
0
127
254
381 E
E
508 F
a
W
836 0
762
889
1016
1000
GER

DCP TEST DATA
Project: P311 Taxiway/P619 Van Pads/P688 Apron Date: 26-Mar-09
Location: AP-7 MCAS New River, NC Soil Type(s): Silty SAND (SM)
Hammer
CH
O B10a.h1 hammvs used O0.I7.6
O
No. of Accumulative Type of
Blows Penetration Hammer
tl
tl
it
459
0.1
0
s
10
1s
c
20
a
w
0
25
30
35
40
CBR (%)
1.0 10.0 100.0
2 584
t 10 too
2 610
k Value (pcI)
2 642 1
2 672 1
2 702 1 GeoMean CBR Value (°/ ): 9.2
GeoMean k-Value: 183 pci
50 MN/m3
0
127
254
381 E
E
508 3
a
w
635 O
762
889
10ta
1000
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
26-Mar-09
Location:
AP-10 MCAS New River, NC
Soil Type(s):
Silty SAND (SM)
Hammy
O10.1410
17.61bs.
=��
O e hammers used
No. of Accumulative Type of
Blows I Penetra I Hammer
1
1 1 1 440 1 1 1
0.1
0
6
10
16
H 20
a
w
25
30
35
40
t
GeoMean CBR Value (%):
GeoMean k-Value:
CBR (%)
10.4
195 Pci
53 MN/m3
GER

DCP TEST DATA
Project: P311 Taziway/P619 Van Pads/P688 Apron Date: 26-Mar-09
Location: AP-11 MCAS New River, NC
Soil Type(s): Silty SAND (SM)
Hemmer
Sal Type
010.1 lbs.
0 CH
17.611
0 4
•
0
0 All .LI
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
6
10
76
20
a
W
M 26
30
35
40
0
0
1
55
1
1
87
1
1
113
1
2
152__
1
2
175
1
3
203
3
226
4
255
1F
4
291
1
3
327
1
2
360
_.
2
406
1
436
1
1
465
1
1
494
1
1
521
1
CBR (%)
1.0 10.0 100.0
t 10 100
k Value (pci)
1
1
1 GeoMean CBR Value (%): 11.6
1
1 Ge Mean k-Value: 211 pci
57 MN/m3
0
127
254
381 E
E
508 I
H
d
W
635 []
762
888
1016
1000
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
26-Mar-09
Location:
AP-10 MCAS New River, NC
Soil Type(s):
Silty SAND (SM)
Hammtt
0 10.1 @s.
sw Tro
0 CH
17.61bs.
0 U
0 Wh hammers usN
M Wxr mtls
No. of Accumulative Type of
Blows Penetration I Hammer
1 1 1 131 1 1 1
2
440
1
0.1
0
5
10
16
F 20
a
w
25
30
35
40
1
GeoMean CBR Value (%):
GeoMean k-Value:
CBR(%)
10.4
195 Pci
53 MN/m3
GER

DCP TEST DATA
Project: P311 Taxiway/P619 Van Pads/P688 Apron Date: 27-Mar-09
Location: CR-1 MCAS New River, NC Soil Type(s): Silty SAND (SM(
Hammc Sal Type
O IU.11M. 0 CH
17.6 fts O Cl
O e Aa. used Al otM sons
CBR (%)
0.1 1.0 10.0 100.0
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0
0
1
0
0
1
63
1
108
1
5
10
127
1
147
1
1
184
1
15
—
—
254
1
210
1
_
1
235
1
c
—
20
—
381 E
E
608 S
1
255
1
1
287
1
2
303
1
0
w
25
635 w
2
331
1
_
2
_
360
__
1
30
2
388
1
2
415
_
1
35
762
888
2
441
1
2
467
1
2
495
1
2
529
1
40 8
101
1 10 100 1000
It1 Value (pCl)
GeoMean CBR Value (%): 9.4
GeoMean k-Value: 187 pci
51 MN/m3
Reference: ASTM D 6951
1
552
579
1
1
611
1
1
645
1_
1
_
679
1
1
705
1
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
27-Mar-09
Location:
AP-12 WAS New River, NC
Soil Type(s):
Silty SAND (SM)
-
Nummc.
10.1 lbs.
soa Tra
CO
17.6 IM.
CL
0 Mh hemmers used
0 PII othc sa6
No. of Accumulative Type of
Blows I Hammer
1 1 1 127 1 1 1
1 2 1 203 1 1 1
1 3 1 342 1 1 1
1 1 1 694 1 1 1
0
5
10
15
c
H 20
a.
w
0
25
30
35
40
0.1
CBR(%)
1.0 10.0 100.0
0
127
254
381 E
E
508 H
a
w
835 O
762
889
1016
1 10 100 1000
k Value (pci)
GeoMean CBR Value (%): 14.3
GeoMean k-Value: 217 pci
59 MN/m3
Reference. ASTM D 6951
GER

DCP TEST DATA
Project: P311 Taxiway/P619 Van Pads/P688 Apron Date: 26-Mar-09
Location: TW-2 MCAS New River, NC Soil Type(s): Sandy CLAY (CL)
Hammu SW Type
Q IB.l lbs. Q CH
17s ft. CL
0 Both hammers used Q pll oMer sale
No. of Accumulative Type of
Blows I Penetration Hammer
0
2
a
7
.1
0
5
10
15
c
f 20
a
w
O
25
30
35
40
0.1
CBR (%)
1.0 10.0 100.0
1 10 100
k Value (pci)
GeoMean CBR Value (%p): 11.8
GeoMean k-Value: 207 pci
56 MN/m3
0
127
254
381 E
E
508 3
a
W
835 �
762
889
1016
1000
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date: 26-Mar-09
Location:
TW-4 WAS New River, NC
Soil Type(s): Silty CLAY (CHI
Hammer
010.1 Ibs.
17.6IlnQ
=��
Both hammers usN
Blows Penetration Hammer
(mm)
o 1 0 1 1
I 2 321 1
8
606
on
0
5
10
15
C
20
a
w
25
30
35
40
CBR (%)
1.0 10.0 100.0
1 10 100
1 it Value (pci)
1
1
GeoMean CBR Value (%): 8.0
GeoMean k-Value: 178 pci
48 MN/m3
0
127
254
381 E
E
508 3
M.
w
635
762
889
1016
1000
GER

DCP TEST DATA
Project: P311 Taxiway/P619 Van PadsIP688 Apron Date: 26-Mar-09
Location: TW-6 WAS New River, NC Soil Type(s): Silty SAND (SM)
Hemmv SuI TWv
0 IB.1 lbs. O CH
17.61bs. O CL
0 Ba hammers 1 0 All othtt sills
CBR N
0.1 1.0 10.0 100.0
0 0
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0
0
1
1
48
1
1
72
1
5
—
-
127
1
93
1
2
126
1
10
15
264
2
156
1
_
2
186
1
c
-
—
-
-
-
-
381 E
E
2
222
1
1
237
1
20
W
25
608 1
Q.
636 0
2
258
1
3
286_
1-_
3
_
321
1
30
3
356
1
2
380
1
782
2
401
1
2
423
35 889
40 1018
1 10 100 1000
k Value (pcI)
Ge Mean CBR Value (%): 14.0
GeoMean k-Value: 220 pci
60 MN/m3
Reference: ASTM D 6951
2
447
1
2
471
2
498
2
528
1
2
586
_
1
1
622
1
1
664
1
1
699
1
1
726
1
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date:
27-Mar-09
Location:
TW-10 WAS New River, NC
Soil Type(s):
Silty SAND (SM)
Hammer
010.1
17.6
=CH
O Mh hammers
h�r
I Blows ) Penetration I Hammer
1 1 1 396 1 1 1
0
s
10
1s
20
a
w
0
25
30
35
40
0.1
1
CBR (ai )
1.0 10.0 100.0
10
GeoMean CBR Value (%):
GeoMean k-Value:
100
k Value (pci)
4.2
132 pci
36 MN/m3
0
127
264
381 E
E
508 3
a
w
835 C
762
889
1016
1000
GER

DCP TEST DATA
Project: P311 Taxiway/P619 Van Pads/P688 Apron Date: 27-Mar-09
Location: TW-12 WAS New River, NC Soil Type(s): Silty CLAY (CL)
Hemmer Sal Type
0 10.1 lbs. 0 CH
17.61bs. a CL
O O Aammels us 0 All other sale
No. of Accumulative Type of
Blows Penetration Hammer
0
1 2 1 175 1 1 1
a
1 1 1 392 1 1 1
A
0.1
0
5
to
15
c
20
a
w
25
30
35
40
CBR(%)
1.0 10.0 100.0
o
127
264
381 E
E
508 S
F
0-
w
636 a
782
L 1
889
630 1016
t 10 100 1000
1 659
it1 692 1 Value (pcl)
GeoMean CBR Value (%): 7.9
GeoMean k-Value: 172 pci
47 MN1m3
ASTM D 6951 I
GER

DCP TEST DATA
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Date: 27-Mar-09
Location:
TW-14 MCAS New River, NC
Soil Type(s): Silty CLAY (CL)
Hemmer
10.1 lbs.
17.610
=��
Bah hammers uzetl
No. of yp Accumulative Te of
Blows I Penetration Hammer
1 1 1 187 1 1 1
1 1 1 485 1 1 1
0
s
10
15
20
a
w
0
25
30
36
40
DA
CBR (%)
1.0 10.0
1 10 100
k Value (pci)
GeoMean CBR Value (%): 4.5
GeoMean k-Value: 138 pci
37 MN/m3
100.0
0
27
264
381 E
E
608 H
Q.
w
835
762
889
1016
1000
GER

SOIL PERMEABILITY TEST SUMMARY
P311 Parallel Taxiway & P688 Parking Apron Expansion
MCAS New River, NC
GER Project No. 110-5031
Test
Location
Test
Date
Test
Depth
(feet)
Test
Elevation
(feet)
Groundwater
Elevation
(feet)
soil
Description
Infiltration
Rate
(inches/hour)
AP-13
3/26/2009
6.0
10.5
8.5
Tan F-M Silty SAND (SM)
16.9
AP-14
3/26/2009
TO
12.0
6.7
Tan F-M Slighlty Silty SAND (SP-SM)
15.0
AP-15
3/26/2009
5.5
11.5
8.5
Brown -Orange F-M Silty SAND (SM)
5.0
AP-16
3/26/2009
5.3
11.3
7.7
Tan -Orange F-M Slightly Silty SAND (SP-SM)
10.8
TW-16
3/27/2009
1.0
16.5
14.7
Dark Gray -Brown Fine Silty SAND (SM)
0.8
TW-17
3/27/2009
5.3
12.8
11.0
Tan -Orange F-M Slighlty Silty SAND (SP-SM)
2.6
TW-18
3/26/2009
1.5
20.0
15.5
Orange -Brown Fine Silty SAND (SM)
2.4
TW-18
3/26/2009
5.5
16.0
15.5
Tan -White Fine Silty SAND (SM)
7.5
TW-19
3/27/2009
2.5
18.5
11.5
Tan -Gray Fine Silty SAND (SM)
11.3
TW-20
13/27/20091
1.0
1 17.5
10.5
1 Dark Brown Fine Silty SAND (SM)
1.2
TW-20
13/27/20091
6.0
1 16.0
1 13.5
1 Tan -Orange F-M Slightly Silty SAND (SP-SM)
4.2
NOTE: Elevations were estimated from spot elevations shown on the topographic survey and shall be considered
approximate.

6-
5
4
m
A
3
w
0
3
y
m
r•
m
M
m
2
2
1-
0 .
0 10 20 30 40 50 60 70 80 90
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (Cfs/ft 2): 3.91 E-04
inches per minute (in./min.): 0.28
minutes per inch (min./in.): 3.6
inches per hour (in./hr.): 16.9
Test or AP-13
Boring No.
Test Date:
March 26, 2009
Test Depth:
6.0 ft. Elevation: 10.5 msl
GWT Depth:
8.0 ft. Elevation: 8.5 msl
Soil Desc.:
Tan F-M Silty SAND (SM)
Test Type:
2" I.D., one dimension vertical
Project: P311 Taxiway/P619 Van Pads/P688 Apron
Location: WAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.
Field Infiltration Test
En vlro nm enta I
Groundwater
Hazardous Materials
G ootechni cal
G E Industrial Resources,
Inc.Hygiene
GeoEnvironmenfal Resources, I
Consulting Engineers

5
h
4
-
iM
w
3
3
!i
`o
a
1r
I
I
v 2
x
p
p
1
1j
o
0 10 20 30 40 50 60 70 80 90
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft Z): 3.47E-04
inches per minute (in./min.): 025
minutes per inch (min./in.): 4.0
inches per hour (in./hr.): 15.0
Test or AP-14
Boring No.
Test Date:
March 26, 2009
Test Depth:
7.0 ft. Elevation: 12.0 msl
GWT Depth:
12.3 ft. Elevation: 6.7 msl
Soil Desc.:
Tan F-M Slighlty Silty SAND (SP-SM)
Test Type:
2" I.D., one dimension vertical
Project:
P311 Taxiway/P619 Van PadsIP688 Apron
Location:
WAS New River, NC
Job Number:
110-5031
Client:
C. Allan Bamforth, Jr.
Field Infiltration Test
En vio nm enta I
Groun dwater
Hazardous Materials
G®technical
G E � Intl ustrul Resources,
Inc.Hygiene
GeoEnvironmen tal Resources, I
Consulting Engineers

5
4
m
3
is
3
`o
d
w
a 2
m
m
x
1
0
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.Z): 1.16E-04
inches per minute (in./min.): 0.08
minutes per inch (min./in.): 12.0
inches per hour (in./hr.): 5.0
Test or AP-15
Boring No.
Test Date: March 26, 2009
Test Depth: 5.5 ft. Elevation: 11.5 msl
GWT Depth: 8.5 ft. Elevation: 8.5 msl
Soil Desc.: Brown -Orange F-M Silty SAND (SM)
Test Type: 2" I.D., one dimension vertical
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Location:
MICAS New River, NC
Job Number:
110-5031
Client:
C. Allan Bamforth, Jr.
Field Infiltration Test
En viro nmenta I
Groundwater
Hamrdous Materials
G eatecttni ca I
Industrial Hygiene
GoEnvironrnentalE GeResources, Inc.
consulting Engineers

r
6
y.
i
q
„
5
u
4
`w
II
3
ili,
w
0
d 3
:?
It
9
nl
„
2
li
k
P
it
�
1
I!l
0
0 10 20 30 40 50 60 70 80 90
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feel per second per square foot (cfs/ft 2): 2.50E-04
inches per minute (in./min.): 0.18
minutes per inch (min./in.): 5.6
inches per hour (in./hr.): 10.8
Test or AP-16
Boring No.
Test Date: March 26, 2009
Test Depth: 5.3 ft. Elevation: 11.3 msl
GWT Depth: 8.8 ft. Elevation: 7.7 msl
Soil Desc.: Tan -Orange F-M Slightly Silly SAND (SP-SM)
Test Type: 2" I.D., one dimension vertical
Project:
P311 TaxiwaylP619 Van PadsIP688 Apron
Location:
WAS New River, NC
Job Number:
110-5031
Client:
C. Allan Bamforth, Jr.
Field Infiltration Test
En viro nm enta I
Groundwater
Hatarcious Materials
Geotechni cal
G �' Ind ustrul Hygiene
GeoEnvironmen tal Resources, Inc.
Consulting Engineers

4
3
`w
m
3
w
0
2
d
_w
v
m
x
1
0
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feel per second per square foot (cfs/ft?): 1.74E-05
inches per minute (in./min.): 0.01
minutes per inch (min./in.): 80.0
inches per hour (in./hr.): 0.8
Test or TW_16
Boring No.
Test Date:
March 27, 2009
Test Depth:
1.0 ft. Elevation: 16.5 msl
GWT Depth:
2.8 ft. Elevation: 14.7 msl
Soil Desc.:
Dark Gray -Brown Fine Silty SAND (SM)
Test Type:
2" I.D., one dimension vertical
Project: P311 Taxiway/P6'19 Van Pads/P688 Apron
Location: WAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.
Field Infiltration Test
Environmental
Groundwater
Hazardous Materials
G eo technical
Ind ustrial Hygi ene
G E i GeoEnvironmenttl Resources, Inc.
Consulting Engineers

l
5
i'
I
jt
�1
` 4
4
`o
u 3
N
x
�(
2
I{II
1
1
IV111
1i
0
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft Z): 5.99E-05
inches per minute (in./min.): 0.04
minutes per inch (min./in.): 23.2
inches per hour (in./hr.): 2.6
Test or TW-17
Boring No.
Test Date: March 27, 2009
Test Depth: 5.3 ft. Elevation: 12.8 msl
GWT Depth: 7.0 ft. Elevation: 11.0 Ind
Soil Desc.: Tan -Orange F-M Slighlty Silty SAND (SP-SM)
Test Type: 2" I.D., one dimension vertical
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Location:
WAS New River, NC
Job Number:
110-5031
Client:
C. Allan Bamforth, Jr."
Field Infiltration Test
En vuo nm enta I
Groundwater
Hazardous Materials
G eo techni cal
G MoEnvironmental Res ul ces,Ine
Resources, Inc.
co

4
3
`m
m
3
`o
2
a
v
m
m
s
1
0
0 10 20 30 40 50 60 70 80 90 100
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (cfs/ft.): 5.48E-05
inches per minute (in./min.): 0.04
minutes per inch (min./in.): 25.3
inches per hour (in./hr.): 2.4
Test or TW_18 I Field Infiltration Test
Boring No.
Test Date: March 26, 2009
Test Depth: 1.5 ft. Elevation: 20.0 msl En via am entaI
Groun dwater
GWT Depth: 6.0 ft. Elevation: 15.5 msl Hazardous Materials
Soil Desc.: Orange -Brown Fine Silty c®technical
9 � SANDSM ( ) Ind uslrLnl Hygiene
Test Type: 2" I.D., one dimension vertical G E 1
GeoEnvironmen tal Resources, Inc.
Project: P311 Taxiway/P619 Van Pads/P688 Apron
Consulting Engineers
Location: MCAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.

5
n
�I
4
IIi4
it
�l
3
3
�
`o
i
M
la 2 -
m
x
�l
f
I
1
�f
+li
'
0
0 10 20 30 40 50 60 70 80 90 100
'rime (minutes)
MINIMUM INFILTRATION RATE:
cubic feel per second per square foot (cfs/ft.): 1.74E-04
inches per minute (in./min.): 0.13
minutes per inch (min./in.): 8.0
inches per hour (in./hr.): 7.5
Test or TW-18
Boring No.
Test Date: March 26, 2009
Test Depth: 5.5 ft. Elevation: 16.0 msl
GWT Depth: 6.0 ft. Elevation: 15.5 msl
Soil Desc.: Tan -White Fine Silty SAND (SM)
Test Type: 2" I.D., one dimension vertical
Project:
P311 Taxiway/P619 Van Pads/P688 Apron
Location:
MCAS New River, NC
Job Number:
110-5031
Client:
C. Allan Bamforth, Jr.
Field Infiltration Test
En vco nm ental
Groun dwater
Hazardous Materials
G ® technical
G E � Industrial Hygiene
esInc.
GeoEnvironmen lal Resources, I
Consulting Engineers

4
3
a
m
3
"o
2
v
m
d
x
1
0
0 10 20 30 40 50 60 70
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square fool (cfs/ft 2): 2.60E-04
inches per minute (in./min.): 0.19
minutes per inch (min./in.): 5.3
inches per hour (in./hr.): 11.3
Test or TW_19 I Field Infiltration Test
Boring No.
Test Date:
March 27, 2009
Test Depth:
2.5 ft. Elevation: 18.5 msl
GWT Depth:
9.5 ft. Elevation: 11.5 msl
Soil Desc.:
Tan -Gray Fine Silty SAND (SM)
Test Type:
2" I.D., one dimension vertical
Project: P311 Taxiway/P619 Van Pads/P688 Apron
Location: MICAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.
En viro nm enta I
Groundwater
Hazardous Mated als
G ea techni cal
Industrial Hygiene
G E GeoEnvironmental Resources, Inc.
Consulting Engineers

4
I
�4
tli
li
3
at
2
�
II
_
f�I
11�
1
-------------1'
V
i�
{
�I
0
0 10 20 30 40 50 60 70 80 90
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square foot (Cfs/ft 2): 2.89E-05
inches per minute (in./min.): 0.02
minutes per inch (minAn.): 48.0
inches per hour (in./hr.): 1.2
Test or TW-20 I Field Infiltration Test
Boring No.
Test Date: March 27, 2009
Test Depth: 1.0 ft. Elevation: 17.5 msl En veo nm entaI
Groundwater
GWT Depth: 8.0 ft. Elevation: 10.5 msl Hazardous Material,
Soil Desc.: Dark Brown Fine SiltySAND SM Getechnical
( ) Ind uslrNl Hygiene
Test Type: 2" I.D., one dimension vertical G WoEnvlronmental Resources, Inc.
Project: P311 Taxiway/P619 Van Parts/P688 Apron Con
Location: MCAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth. Jr.

6
5
4
d
3
0
3
m
w
9
d
d
2
2
1
0 .
0 10 20 30 40 50 60 70 80
Time (minutes)
MINIMUM INFILTRATION RATE:
cubic feet per second per square fool (cfs/ft.): 9.72E-05
inches per minute (in./min.): 0.07
minutes per inch (min./in.): 14.3
inches per hour (in./hr.): 4.2
Test or TNV-20
Boring No.
Test Date:
March 27, 2009
Test Depth:
6.0 ft. Elevation: 16.0 msl
GWT Depth:
8.0 ft. Elevation: 13.5 msl
Soil Desc.:
Tan -Orange F-M Slightly Silty SAND (SP-SM)
Test Type:
2" I.D., one dimension vertical
Project: P311 Taxiway/P619 Van Pads/P688 Apron
Location: MCAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.
Field Infiltration Test
Environmental
Groun dwater
Hazardous Materials
G ® techni cal
Ind ustrial Hygiene
G-EnvironmentalE GeResources, Inc.
consulting Engineers

120000.0
100000.0
E
u
E
80000.0
r
OAP-5
0 AP-6
-
6
0 AP-9
N
O CRd
v
60000.0
0 TW-2
a
❑ TW-13
40000.0
20000.0
0.0
Directly Measured Resistance ohmsApparent
Sail Resistivity ohm -cm
Spacing, 5ft.
AP-5
I AP-6
I AP-9
CR-1
I TW-2
TW-13
AP-5
AP-6
AP-9
CR-1
TW-2
TW-13
Test 1
83.0
42.0
110.0
110.0
5.5
47.0
79472.5
40215.0
105325.0
105325.0:4691.8
66.3
45002.5
Test 2
85.0
51.0
120.0
100.0
5.3
45.0
81387.5
48832.5
114900.0
95750.074.8
43087.5
Test 3
81.0
43.0
130.0
130.0
4.9
41.0
77557.5
41172.5
124475.0
124475.0
39257.5
Test 4
84.0
54.0
100.0
110.0
5.1
39.0
80430.0
51705.0
95750.0
105325.083.3
37342.5
AVERAGE
83.3
47.5
115.0
112.5
5.2
43.0
79711.9
45481.3
110112.5
107718.8
4979.
441172.5
AVERAGE MEASURED RESISTANCE, R (ohms):
67.7
AVERAGE APPARENT SOIL RESISTIVITY, p (ohm -cm):
64,900
Test Depth - Approx 0 - 5 feet
Field Soil Resistivity Test ASTM G57
Test Date: April 16, 2009
Ground Surf: C tl ryCdamP Cwet
En
IZ.dm. enrteer
Desc.: Csand Cclay Crock Cmixed
Hemet.IVIerSoil
Geotechnicall
Silty SAND (SM) to silty CLAY (Cl-, CH)
bd ustrml Hygiene
Instrument: Nilsson 400
G.MoEnvimnmenini
Method: ASTM G 57Project:
Co
Resources, Inc.
P311 Taxiway/P688 Parking Apron
Location: MCAS New River, NC
Job Number: 110-5031
Client: C. Allan Bamforth, Jr.

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

Page I of 2
LABORATORY TEST RESULTS SUMMARY
Project: P311 Parallel Taxiway & P688 Parking Apron Expansion
WAS New River, NC
Number: 110-5031
Date: 05/06/09
.
NUMBER
DEPTH
(feet)
SAMPLEMOISTURE
TYPE
.CONTENT
N
LL
PL
PI
%DRY
FINES
PH
MAXIMUMSAMPLE
DENSITY
(Pel)
OPTIMUM
MOISTURE
N
SOAKED
CBR
SWELL
(%)AP-1
OTHER TESTS
7
SS
kAM
68.2
-
-
-
AP-2
1 to 3
Bulk
18.3
-
25.4
120.0
11.8
28.8
0.0AP-4
3
SS
38.3
66
31
35
-
-
-AP-5
0 to 4
Com
17.2
-
4.28
-
-
-
AP-5
1to3
Bulk
SM
11.5
28.2
-
125.8
9.8
53.3
0.0
SIEVE
AP-6
1 to 3
Bulk
SP-SM
15.6
10.3
108.3
11.5
17.8
0.0
SIEVE
AP-6
0 to 4
CompSM
19.6
4.86
-
-
AP£
8
UD
CH
71.2
82
33
49
-
CONSOLIDATION
AP-8
1 to 3
Bulk
SM
10.6
-
-
16.1
-
114.7
10.3
5.3
0.0
SIEVE
AP-9
0 to 4
Comp
SM
13.1
-
-
4.85
-
AP-9
7
SS
SM
10.9
-
-
16.5
-
-
-
-
AP-10
1 to 3
Bulk
SM
13.8
25.6
-
121.5
11.1
30.2
0.0
SIEVE
AP-12
1 to 3
Bulk
SM
14.7
-
-
-
28.1
119.4
10.6
51.6
0.0
-
AP-13
7
SS
SM
17.9
-
15.4
-
-
-
-
SIEVE
AP-14
3
SS
SC
15.6
29
18
11
38.5
-
-
-
-
-
AP-14
9
SS
SM
17.9
-
-
17.4
-
-
-
AP-15
5
SS
SM
14.4
-
-
-
-
-
-
-
AP-
9
SS
SP-SM
23.8
-
6.6
-
-
-
-
SIEVE
Tests performed in accordance with applicable ASTM Standards. GER

Page 2 of 2
LABORATORY TEST RESULTS SUMMARY
Project: P311 Parallel Taxiway & P688 Parking Apron Expansion
MICAS New River, NC
Number: 110-5031
Date: 05/06/09
SAMPLE
NUMBER
DEPTH
(feet)
SAMPLE
TYPE
CLASS.
MOISTURE
CONTENT
M
LL
PL
PI
FINES
PH
MAXIMUM
DRY
DENSITY
(Pef)
OPTIMUM
MOISTURE
M
SOAKED
CBR
SWELL
M
OTHER TESTS
CR-1
0 to 4
Comp
SM
13.6
-
-
-
27.4
4.68
-
-
CR-2
1 to 3
Bulk
Sc-SM
13.0
20
16
4
34.2
-
123.2
11.0
32.3
0.1
-
TW-1
1 to 3
Bulk
CL
19.6
37
18
19
-
-
122.3
13.0
9.6
0.8
TW-2
0 to 4
Comp
CL
18.7
-
-
-
-
5.90
-
-
-
TW-2
14
SS
OH
1 93.3
TW-3
1 to 3
Bulk
SM
12.0
-
-
-
19.4
-
121.8
11.3
28.7
0.0
SIEVE
TW-4
5
SS
CH
26.6
82
33
49
-
-
-
-
TW-5
1 to 3
Bulk
CL
32,9
31
15
16
123.2
11.4
3.8
0.4
-
TW-7
1 to 3
Bulk
SM
12.4
-
-
-
16.5
-
113.2
11.7
- 8.5
0.0
SIEVE
Tw-9
1 to 3
Bulk
SP-SM
17.5
8.6
114.3
10.1
13.7
0.0
SIEVE
TW-10
1 to 3
Bulk
SM
15.0
-
-
-
19.9
-
116.0
12.2
40.0
0.0
SIEVE
TW-11
3
SS
CH
54.1
94.3
-
-
TW-13
1 to 3
Bulk
SC-SM
20.7
22
15
7
48.1
4.39
125.6
11.1
31.3
00
-
TW-15
1 to 3
Bulk
Sc
11.9
31.9
127.0
8.4
38.9
0.0
TW-16
5
ss
CH
72.9
90
35
1 55
-
-
-
TW-17
5
SS
SPSM
11.9
10.9
-
-
-
-
SIEVE
TW-18
3
SS
SM
20.1
-
Tw-19
5
SS
CC-SM L
20.4
-
-
-
-
-
-
-
TW-20
9
SS
S
24.9
-
-
-
19.5
-
-
SIEVE
Tests performed in accordance with applicable ASTM Standards. GER

One Dimensional Consolidation Test -
Stress Versus Strain Plot
0
5
10
15
20
-
rn 25
30
35
40
45 -
0.1 1.0 Stress (ksf) 10.0 100.0
Compression Index, Cc: 0.969
Estimated Preconsolidalim Pressure, P'c (ksl): 0.95
Ao: 0.92
Swelling Index, Cs: 0.078
Estimated Effective Overburden Pressure, P'o (ksf): 0.80
Estimated OCR: 1.2
Recompression Index, Cr: 0.039
Estimated Undrained Strength at Su/P = 0.3 (ksf): 0.29
Initial Wet Unit Weight (pcf) = 100.0
Project: P311 Taxiway & P688 Parking Apron
Initial Dry Unit Weight (pcf) = 58.5
Project #: 110-5031
Initial Water Content (%) = 70.9
Initial Saturation (%) = 101.7
Location: MICAS New River, NC
Client: C. Allan Bamforth
Speck Gravity = 2.712
Sample Classification: Silty CLAY (CH), Gray
Initial Void Ratio = 1.891
Boring: AP-6
��°,,,� E'•�
Liquid Limit = 82
Sample Depth (tt): 8 feet
Plastic Limit = 33
Re ort Date: 5/20/2009

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= ■iiiiiii'�iiii;�ii�iiiiiiii
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•••1:11_..,IIILJ_._III!
Initial Wet Unit Weight„,Taxiway & P688 Parking Apron
WeightInitial Dry Unit Project, ,
Initial Water Content (%) = 70.9 Location, MCAS New River, NC
Specific Gravity = 2.712:.ring:

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P311 Taxiway/P619 Van Pads/13688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: AP-2
Sample Depth: 1 to 3 feet
Sample Description: Silty SAND (SM), Dark Brown, Fine
Test Method: ASTM D 1557A
Maximum Dry Density (pct): 120.0
Optimum Moisture (%): 11.8
140.0
135.0
130.0
125.0
U.
a 120.0
105.0
100.0
95.0
90.0
0.0 .5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-2
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 120.0 Blows Per Layer: 50
Optimum Moisture (%):
11.8 Surcharge Weight (lbs.): 10
In Situ Moisture (%):
18.3 Compaction Before Soaking (%): 98.1
After Soaking Moisture (%): 12.3 Compaction After Soaking (%): 98.1
Unsoaked CBR Value: N/A
Soaked CBR Value: 28.8
Swell (%): 0.0
800.0
700.0
600.0
N 500.0
a
400.0
0
Q
0 300.0
200.0
100.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
� Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-5
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine, Trace Clay
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 125.8
Optimum Moisture (%): 9.8
140.0
135.0
130.0
125.0
LL
a 120.0
105.0 -
100.0
95.0 -
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-5
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine, Trace Clay
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 125.8 Blows Per Layer: 50
Optimum Moisture (%):
9.8 Surcharge Weight (lbs.): 10
In Situ Moisture (%):
11.5 Compaction Before Soaking (%): 99.8
After Soaking Moisture (%): 11.6 Compaction After Soaking (%): 99.8
Unsoaked CBR Value: N/A
Soaked CBR Value: 53.3
Swell (%): 0.0
1600.0
1400.0
1200.0
N 1000.0
a
800.0
Q
OJ 600.0
400.0
200.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
—o—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 'Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-6
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Brown, Fine, with Silt
Test Method:
ASTNI D 1557A
Maximum Dry Density (pcf): 108.3
Optimum Moisture (%): 11.5
140.0
135.0
130.0
125.0
LL
a 120.0
105.0
100.0
95.0
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-6
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Brown, Fine, with Silt
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 108.3 Blows Per Layer:
50
Optimum Moisture (%):
11.5 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
15.6 Compaction Before Soaking (%):
96.5
After Soaking Moisture (%): 16.1 Compaction After Soaking (%):
96.5
Unsoaked CBR Value: N/A
Soaked CBR Value: 17.8
Swell (%): 0.0
300.0
250.0
index[
50.0
re
0.000 0.100 0.200 0.300
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
0.400
—O—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: AP-8
Sample Depth: 1 to 3 feet
Sample Description: Silty SAND (SM), Tan, Fine
Test Method: ASTM D 1557A
Maximum Dry Density (pcf): 114.7
Optimum Moisture (%): 10.3
iE1111l
135.0
130.0
125.0
U.
a 120.0
105.0
100.0
95.0
Tg7l1 .� 7.
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MICAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-8
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 114.7
Blows Per Layer:
50
Optimum Moisture (%):
10.3
Surcharge Weight (lbs.):
10
In Situ Moisture (%):
10.6
Compaction Before Soaking (%):
96.2
After Soaking Moisture
(%): 14.6
Compaction After Soaking (%):
96.2
Unsoaked CBR Value: N/A
Soaked CBR Value: 5.3
Swell (%): 0.0
200.0
180.0
160.0
140.0
rn 120.0
a
100.0
O
p 80.0
J
It:Al<�l
40.0
20.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
� Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
e
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 121.5
Optimum Moisture (%): 11.1
140.0
135.0
130.0
125.0
LL
va 120.0
105.0
100.0 —
95.0 —
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van PadsIP688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 121.5
Blows Per Layer:
50
Optimum Moisture (%):
11.1
Surcharge Weight (lbs.):
10
In Situ Moisture (%):
13.8
Compaction Before Soaking (%):
98.1
After Soaking Moisture (%): 13.9
Compaction After Soaking (%):
98.1
Unsoaked CBR Value: N/A
Soaked CBR Value: 30.2
Swell (%): 0.0
800.0
700.0
600.0
_
500.0 '
to
a
400.0 '
O
Q
0
300.0
200.0
100.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
�—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-12
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Brown, Fine
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 119.4
Optimum Moisture (%): 10.6
140.0
135.0
130.0
125.0
LL
a 120.0
105.0
100.0
95.0
90.0
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-12
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Brown, Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 119.4 Blows Per Layer:
50
Optimum Moisture (%):
10.6 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
14.7 Compaction Before Soaking (%):
99.3
After Soaking Moisture (%): 11.6 Compaction After Soaking (%):
99.3
Unsoaked CBR Value: N/A
Soaked CBR Value: 51.6
Swell (%): 0.0
1200.0
1000.0
U)
a
600.0
Q
O
J
400.0
200.0
0.000 0.100 0.200 0.300 0.400
PENETRATION IN INCHES
� Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 'Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
CR-2
Sample Depth:
1 to 3 feet
Sample Description:
Silty, Clayey SAND (SC-SM), Gray -Brown, Fine to Medium
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 123.2
Optimum Moisture (%): 11.0
140.0
135.0
130.0
125.0
u:
nv 120.0
105.0
100.0 —
95.0 —
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
CR-2
Sample Depth:
1 to 3 feet
Sample Description:
Silty, Clayey SAND (SC-SM), Gray -Brown, Fine to Medium
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 123.2 Blows Per Layer:
50
Optimum Moisture (%):
11.0 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
13.0 Compaction Before Soaking (%):
99.4
After Soaking Moisture (%): 12.3 Compaction After Soaking (%):
99.3
Unsoaked CBR Value: N/A
Soaked CBR Value: 32.3
Swell (%): 0.1
1000.0
900.0
800.0
700.0
h 600.0
a
500.0
0
p 400.0
J
I I I I I I I I I I I I I I I I I I RIII�xI) f
200.0
100.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
—o— Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TWA
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Tan -Orange, mottled Gray, with Silt
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 122.3
Optimum Moisture (%): 13.0
140.0
135.0
130.0
125.0
LL
Va 120.0
i[rbXrl
1101111
90.0 F-
0.0 5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TWA
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Tan -Orange, mottled Gray, with Silt
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 122.3 Blows Per Layer:
50
Optimum Moisture (%):
13.0 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
19.6 Compaction Before Soaking (%):
98.6
After Soaking Moisture (%): 14.7 Compaction After Soaking (%):
97.8
Unsoaked CBR Value: N/A
Soaked CBR Value: 9.6
Swell (%): 0.8
400.0
350.0
300.0
250.0
IL
200.0
G
Q _
OJ 150.0
100.0
50.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
� Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-3
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine, Trace Clay
Test Method:
ASTNI D 1557A
Maximum Dry Density (pcf): 121.8
Optimum Moisture (%): 11.3
140.0
135.0
130.0
125.0
LL
2 120.0
va 115.0
z
W
O
K 110.0
105.0 -
100.0 -
95.0
90.0
0.0
T
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 TaxiwaylP619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-3
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine, Trace Clay
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 121.8 Blows Per Layer:
50
Optimum Moisture (%):
11.3 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
12.0 Compaction Before Soaking (%):
97.4
After Soaking Moisture (%): 11.9 Compaction After Soaking (%):
97.4
Unsoaked CBR Value: N/A
Soaked CBR Value: 28.7
Swell (%): 0.0
� Soaked CBR
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-5
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Dark Tan, with Silt
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 123.2
Optimum Moisture (%): 11.4
140.0
135.0
130.0
125.0
LL
a 120.0
105.0
100.0
95.0
90.0
0.0 5.0 10.0 15.0 - 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-5
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Dark Tan, with Silt
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 123.2 Blows Per Layer:
50
Optimum Moisture (%):
11.4 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
32.9 Compaction Before Soaking (%):
97.2
After Soaking Moisture
(%): 13.1 Compaction After Soaking (%):
96.8
Unsoaked CBR Value: N/A
Soaked CBR Value: 3.8
Swell (%): 0.4
200.0
180.0
160.0
140.0
Fn 120.0
IL
100.0
a0 80.0
J —
60.0
40.0
20.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
—o—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P311 Taxiway/P619 Van Pads/13688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: TW-7
Sample Depth: 1 to 3 feet
Sample Description: Silty SAND (SM), Dark Brown, Fine
Test Method: ASTM D 1557A
Maximum Dry Density (pcf): 113.2
Optimum Moisture (%): 11.7
140.0
135.0
130.0
125.0
LL
no 120.0
105.0
100.0 -
95.0 —
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)
0

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: TW-7
Sample Depth: 1 to 3 feet
Sample Description: Silty SAND (SM), Dark Brown, Fine
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 113.2 Blows Per Layer: 50
Optimum Moisture (°/u): 11.7 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 12.4 Compaction Before Soaking (%): 96.0
After Soaking Moisture (%): 13.8 Compaction After Soaking (%): 96.0
Unsoaked CBR Value: N/A
Soaked CBR Value: 8.5
Swell (%): 0.0
400.0
350.0
300.0
9L
250.0
a
200.0
O
Q
0 150.0
100.0
50.0
0.0
0.000 0.100 0.200 0.300 0.400
PENETRATION IN INCHES
� Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name: P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: TW-9
Sample Depth: 1 to 3 feet
Sample Description: SAND (SP-SM), Dark Tan, Fine to Medium, Trace Silt
Test Method: ASTM D 1557A
Maximum Dry Density (pcf): 114.3
Optimum Moisture (%): 10.1
140.0
135.0
130.0
125.0
LL
a 120.0
105.0 -
100.0 -
95.0 -
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-9
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Tan, Fine to Medium, Trace Silt
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 114.3 Blows Per Layer:
50
Optimum Moisture (%):
10.1 Surcharge Weight (lbs.):
10
In Situ Moisture (%):
17.5 Compaction Before Soaking (%):
97.0
After Soaking Moisture (%): 14.8 Compaction After Soaking (%):
97.0
Unsoaked CBR Value: N/A
Soaked CBR Value: 13.7
Swell (%): 0.0
400.0
350.0
300.0
250.0
a
200.0
O
Q
150.0
100.0
50.0
0.0
0.000
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
�—Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP.
Project Name:
P311 Taxiway/13619 Van Pads/13688 Parking Apron
WAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine
Test Method:
ASTNI D 1557A
Maximum Dry Density (pcf): 116.0
Optimum Moisture (%): 12.2
140.0
135.0
130.0
125.0
LL
va 120.0
i 115.0
w
0
110.0
0
105.0
100.0
95.0
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MICAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown,
Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 116.0
Blows Per Layer:
50
Optimum Moisture (%):
12.2
Surcharge Weight (lbs.):
10
In Situ Moisture (%):
15.0
Compaction Before Soaking (%):
100.0
After Soaking Moisture (%): 12.3
Compaction After Soaking (%):
100.0
Unsoaked CBR Value: NIA
Soaked CBR Value:
40.0
Swell (%):
0.0
1000.0
900.0
800.0
700.0
rn 600.0
a
500.0
O
p 400.0
J
300.0
200.0
100.0
0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
� Soaked CBR

u
Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-13
Sample Depth:
1 to 3 feet
Sample Description:
Silty, Clayey SAND (SC-SM), Dark Tan, Fine to Medium
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 125.6
Optimum Moisture (%): 11.1
140.0
135.0
130.0
125.0
U.
Lc) 120.0
105.0 —
100.0 —
95.0 —
90.0 t.
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: TW-13
Sample Depth: 1 to 3 feet
Sample Description: Silty, Clayey SAND (SC-SM), Dark Tan, Fine to Medium
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 125.6 Blows Per Layer: 50
Optimum Moisture (%): 11.1 Surcharge Weight (lbs.): 10
In Situ Moisture (%): 20.7 Compaction Before Soaking (%): 98.8
After Soaking Moisture (%): 11.9 Compaction After Soaking (%): 98.8
Unsoaked CBR Value: N/A
Soaked CBR Value: 31.3
Swell (%): 0.0
� Swked CBR
0.100 0.200 0.300 0.400
PENETRATION IN INCHES

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-15
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 1557A
Maximum Dry Density (pcf): 127.0
Optimum Moisture (%): 8.4
140.0
135.0
130.0
125.0
LL
Va 120.0
105.0 -
100.0
95.0
90.0
0.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TWA
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 1883
Maximum Dry Density
(pcf): 127.0
Blows Per Layer:
50
Optimum Moisture (%):
8.4
Surcharge Weight (lbs.):
10
In Situ Moisture (%):
11.9
Compaction Before Soaking (%):
99.9
After Soaking Moisture
(%): 9.0
Compaction After Soaking (%):
99.9
Unsoaked CBR Value: N/A
Soaked CBR Value: 38.9
Swell (%): 0.0
1000.0
A111xf;
U)
a
600.0
Q
O
J 400.0
200.0
RN
0.000 0.100 0.200 0.300 0.400
PENETRATION IN INCHES
Note: CBR value corrected for concave upward shape
Soaked CBR

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MICAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-5
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine, Trace Clay
Test Method:
ASTM D 422
100
90
t 80
rn
d 70
60
50
m
C 40
IL
30
2 20
d 10
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
100.0
20
99.8
40
97.6
60
88.0
100
60.0
200
28.2
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I I1�■IIIIIII��VI
II111�■IIIIIII�■IIIIIII�■
I IIIII11�1■III
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III11�■IIIIIII�■IIIIIII�■
I IIII111�1■III�II1�■IIIIIIII�■If
dlll�■IIIIIII�■IIIIIII�■
I IIIII11�1■III
II1�■IIIIIIII�■II
III11�■IIIIIII�■IIIIIII�■
I IIIII11�1■III�II1�■IIIIIIII�■I
II111�■IIIIIII�■IIIIIII�■

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-6
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Brown, Fine, with Silt
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
11nch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.9
20
99.4
40
98.2
60
91.7
100
48.0
200
10.3
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IIIIIII■I■IIIIIII■■IIIIIIIIII■IIIIII■■IIIIIII■■IIIIIII■■
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IIIIIII■I■IIIIIII■■IIIIIIII■■IIIIII■■IIIIIII■■IIIIIII■■

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name: P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number: 110-5031
Number: 4579-110
Sample Number: AP-8
Sample Depth: 1 to 3 feet
Sample Description: Silty SAND (SM), Tan, Fine
Test Method: ASTM D 422
" Sieve Analysis Data
100
90
t 80
rn
.6 70
3 60
50
d
40
LL
c 30
2 20
a 10
6
SIEVE
NO.
PERCENT
PASSING
11nch
100.0
3/41nch
100.0
1/21nch
100.0
3/81nch
100.0
4
100.0
10
99.9
20
99.5
40
96.9
60
86.5
100
46.9
200
16.1
Illllll�lrlllll
I1�■IIII�i�1■�I
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I1,■IIIIIII
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III'II1,I�IIII'
I1,■IIII"1'1�IIII'1,■'lll''1,�IIII11,■
II�IIII,I��II
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II�IIII,I��I'
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I1,�III�'11,�l1!11'I1,�I'll'1,■IIIII'1�■
I���111,I����I�1,����I'1,�11�'I1,�I�'111,■I'�II11,�

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MICAS New River, NC
GER Project Number:
110-6031
Number:
4579-110
Sample Number:
AP-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Tan, Fine
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.9
20
99.4
40
96.8
60
89.6
100
56.7
200
25.6
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IIIIIII■I■III1111�■IIIIIIII�■I III11�■IIII11■■IIII11�■

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number: .
4579-110
Sample Number:
AP-13
Sample Depth:
7 feet
Sample Description:
Silty SAND (SM), Tan, Fine to Medium
Test Method:
ASTM D 422
100
90
t 60
rn
3 70
60
a 50
`w
40
LL
30
u 20
aL 10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.0
20
94.7
40
83.7
60
58.7
100
25.1
200
15.4
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MICAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
AP-16
Sample Depth:
9 feet
Sample Description:
SAND (SP-SM), Orange, Fine, Trace Silt
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
100.0
20
99.7
40
93.6
60
72.0
100
19.6
200
6.6
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-3
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine, Trace Clay
Test Method:
ASTM D 422
100
90
r 80
rn
d 70
3 60
50
m
40
LL
r 30
2 20
a 10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
11nch
100.0
3/41nch
100.0
1/21nch
100.0
3/81nch
100.0
4
100.0
10
98.6
20
96.7
40
93.5
60
82.6
100
40.8
200
19.4
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-7
Sample Depth: ,
1 to 3 feet
Sample Description:
Silty SAND ISM), Dark Brown, Fine
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
lInch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.9
20
99.6
40
98.4
60
90.5
100
35.3
200
16.5
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-9
Sample Depth:
1 to 3 feet
Sample Description:
SAND (SP-SM), Dark Tan, Fine to Medium, Trace Silt
Test Method:
ASTM D 422
100
90
t 80
rn
m 70
60
50
40
LL
30
2 20
a 10
's
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.0
20
82.2
40
60.4
60
47.7
100
24.5
200
8.6
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-10
Sample Depth:
1 to 3 feet
Sample Description:
Silty SAND (SM), Dark Brown, Fine
Test Method:
ASTM D 422
100
90
80
70
60
50
40
30
20
10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.9
20
99.5
40
95.6
60
80.1
100
38.8
200
19.9
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-17
Sample Depth:
5 feet
Sample Description:
SAND (SP-SM), Tan, Fine to Medium, with Silt
Test Method:
ASTM D 422
100
90
t 80
rn
m 70
3 60
a 50
a
40
LL
30
2 20
Q. 10
1
Sieve Analysis Data
SIEVE
NO..
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.8
20
95.5
40
71.8
60
31.9
100
15.5
200
10.9
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Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P311 Taxiway/P619 Van Pads/P688 Parking Apron
MCAS New River, NC
GER Project Number:
110-5031
Number:
4579-110
Sample Number:
TW-20
Sample Depth:
9 feet
Sample Description:
Silty, Clayey SAND (SC-SM), Tan, Fine
Test Method:
ASTM D 422
100
90
r 80
0
3 70
60
50
40
LL
30
20
d 10
0
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
99.8
20
97.7
40
93.1
60
79.3
100
39.0
200
19.5
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GEOTECHNICAL EXPLORATION PROCEDURES
Boring, Sampling & Standard Penetration Testing
Standard penetration testing and split barrel sampling are conducted at regular intervals in a
borehole in accordance with ASTM D 1586. Standard practice on most GER projects is to
perform this testing and sampling continuously within the upper 10 feet of the subsurface, and
then at maximum 5-foot center -to -center intervals thereafter. At the desired test depth, the
drilling tools are removed and a split barrel sampler is connected to the drilling rods and
lowered back into the borehole. The sampler is first seated six inches into the bottom of the
hole to penetrate any loose cuttings from the drilling operations. It is then driven an additional
12 inches by the impact of a 140 pound hammer free -falling 30 inches. The number of hammer
blows required to drive the sampler for each 6-inch interval is recorded. The combined number
of blows required to drive the sampler the final 12 inches is designated standard penetration
resistance or N-value. Representative portions of soil from each split barrel sample are placed in
air tight glass jars or plastic bags and transported to a laboratory.
Undisturbed Sampling
Split barrel samples are used for visual examination and simple laboratory classification tests;
however, they are disturbed and not sufficiently intact for quantitative laboratory testing such
as strength or consolidation. When such laboratory testing is desired, relatively undisturbed
samples are obtained by slowly pushing a 3-inch diameter, thin -walled (16 gauge) galvanized
steel tube into the soil at desired sampling depths. This is followed by carefully removing the
soil -filled tube from the borehole and sealing the ends to prevent moisture loss. The procedure
is described in ASTM D 1587. Undisturbed tube samples are most frequently used for sampling
cohesive soils (clay and silt), but may be used to sample fine grained cohesionless soils with the
aid of a piston sampling head.
Excavation
When explorations do not require machine -drilled borings, excavations, test pits, hand auger
borings and other means described in ASTM D 4700 may be used to observe shallow
subsurface conditions and to collect soil samples. The maximum depth of these methods is
generally limited by the depth of groundwater. These methods are useful in obtaining bulk
samples for laboratory classification, compaction and other remolded tests.
Rock Corino
Core drilling methods described in ASTM D 2113 are used to advance boreholes into rock or
extremely dense soils which are not penetrable by conventional boring methods and typically
exhibit more than 100 blows per foot by ASTM D 1586. Core drilling methods employed by GER
use double tube swivel -type designed equipment with a drilling fluid, in which an outer tube
rotates and performs the cutting while the inner tube remains stationary and collects a
continuous sample of rock.
in -Situ Methods
In -situ tests are sometimes used on projects to obtain additional subsurface data. These
methods provide direct and empirical measurement of various soil properties without collection
of actual samples. Because samples are not collected, it is not common practice in the U. S. to

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

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

Reviewer.
North Carolina Department of Environment and/Time.
Submit:
AMNatural Resources
C®[pub Request for Express Permit Review
confirin
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
o Asheville Region -Alison Davidson 828.296-4698;alison.davidson(a),ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leeoncmail.net
o Mooresville & -Patrick Grogan 704.663-3772 or patrick.aroaan(a�ncmail.net
u Washington Region -Lyn Hardison 252-946-9215 or IVn.hardiSoni@,ncmail.net
m Wilmington Region -Janet Russell910-350-2004 orianet.russell(o),ncmail.net
NOTE. Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
Project Name: P688APPRON EXPANSION PHASE II County: ONSLOW
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: INC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:CURTIS RD. BETWEEN LONGSTAFF ST. AND PERIMETER ST, -
Project Drains into NEW RIVER wafers - 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''/2 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. L+�—'VD' D
Address: 2207 HAMPTON BLVD City: NORFOLK, Slate: VA Zip: 23517-_
Phone: [phone], Fax: [phone], Email: alb@gamforth com I MQR Q 1 Z010
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR., ❑ OTHER: [BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear It or _acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & BI 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 _ # 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
ao❑ Land Quality Erosion and Sedimentation Control Plan with 122 acres to be dislurbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request
Wetlands on Site ❑ Yes ® No 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
**»**s**rr***rt******r**rrt*r******rr*»*r**rt**rtr*r**rt****r For DENR use Only****r****r****r*rr**r*srr*rrr*srx*srt*rrtrtrtsrrss*srt*rt*rtrtrtrts*r♦
Fee Split for multiple permits: (Check # 1
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW ( HD, ❑ LD, ❑ Gen)
S 000
401:
LQS
$
Stream Deter,_
--
_
NCDENR EXPRESS March 2009 .... ._._..
f
_J iu i
i

Russell, Janet
To: Naugle, Mary
Subject: RE: tomorrow FW: Staff Mtg Rescheduled for March 5th
O.K., then I will notify them to have the complete packages to us on the 12`n for an official submittal date of March 151n
From: Naugle, Mary
Sent: Thursday, March 04, 2010 9:14 AM
To: Russell, Janet
Subject: RE: tomorrow FW: Staff Mtg Rescheduled for March 5th
That is fine for 10:00 tomorrow. At least it will miss the tornado drill.
For Mr. Bamforth' taxiways... yes, we met with them so many times, I said they could mail it in.
Receipt on Thurs March 11 or Friday march 12 or after - for review on Monday March 15.
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
[e-mail]
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: Russell, Janet
Sent: Thursday, March 04, 2010 9:11 AM
To: Naugle, Mary
Subject: RE: tomorrow FW: Staff Mtg Rescheduled for March 5th
They have requested that Lowes be able to join in by conference call at 10:00 AM tomorrow. I hesitate to give them any
reason to mess this up ..... since their history is to be a "no-show" for the Express Meetings and conference calls. I have
already told Cape Fear Engineering that if we can't get Lowes representative on the telephone at 10:00 (beginning of
meeting), there will be no meeting. If you need me to get the meeting started at 10:00 and stall until 10:30, 1 can do it —
or I can get someone else to do the meeting altogether. Let me know.
On another note, I have a request from Bamforth to MAIL In the SW application packages for the Parallel Taxiway and
Apron Expansion at the Air Station, Camp Lejeune. Is your recollection that we told them they could mail in the projects
without another meeting? If so, I need a date that you want to receive them. You have the 2 Submittal Meetings on
Friday and 2 SCOPE Meetings next Tuesday, March 9`n
Let me know.
Janet

From: Naugle, Mary
Senr:;Thursday, March 04, 2010 9:00 AM
To: Russell, Janet
Subject: tomorrow FW: Staff Mtg Rescheduled for March Sth
Please see if Walgreens/Southport lowes can reschedule until 10:30 tomorrow or next week. If they cannot, we will keep
it.
Mary Jean Naugle
NC DENR Express Permit ting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
mar .naugle@ncdenrgov
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: Shiver, Rick [mailto:[e-mail]]
Sent: Monday, March 01, 2010 8:43 AM
To: [e-mail]
Subject: Staff Mtg Rescheduled for March Sth
29
I have rescheduled our monthly staff mtg to Friday, March 51h. It will begin at 9:00 a.m. and will be held in the Ocean
Conference Room. I'll try to get the latest on the budget situation, as I am being asked questions about it by staff.
Thanks, Rick
Rick Shiver
Regional Supervisor
910-796-7386
910-350-2004 (fax)
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.

For DENR Use ONLY
Reviewer:
�,��� North Carolina Department of Environment and b 44
Natural Resources submit, —�
NC®ENR Request for Express Permit Review Time 1
Confirm1-2-1
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package. .1 1
Fnl•r Rehl �.d �W •.' .
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(o2ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a)ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(ci0cmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(a)ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(ai ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Permits of request
SW
SW
SW
SW
SW
b"_A_(_,
Project Name: P688APPRON EXP,NNSION PHASE II County: ONSLOW
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail] T(axt WPrtt -i�) C'D t-ipRsS —Co CC
! C O J
Physical Location:CURTIS RD, BETWEEN LONGSTAFF ST. AND PERIMETER ST.
Project Drains into NEW RIVER waters —Water classification SC. NSW (for classification see-http://h2o.enr.state,nc.us/bims/reports/reportsWB.htmi
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Yz mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR.
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_
Phone: [phone]. Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization [I Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention 1 # Treatment Systems ❑ High Density —SW Wetlands _ # 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
�O❑ Land Quality ® Erosion and Sedimentation Control Plan with 122 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopino and express meeting request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: El Yes El 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
aass++•aa+++++•+a+aa+s+a+•aaa++r♦+++++++++++++++++++++++1'Or DENR use onlyaaaaaaasaaaaaa•aaaaaaaaaaaaaar♦+++aaaa::+aaaa+++++a++++++++a
Fee Split for multiple permits: (Check# 1 Total Fee Amount $
SUBMITTAL DATES I
Fee i
I SUBMITTAL DATES
Fee
CAMA
I
$
Variance (❑ Maj; ❑ Min)
$
SW ( HD, ❑ LD, ❑ Gen)
1$4 o00
1 401:
Los
$
I Stream Deter,_
NCDENR EXPRESS March 2009

MEMORANDUM
\1.�J
C. ALLAN BAMFORTH, JR., ENGINEER -SURVEYOR., LTD.
( 2207 Hampton Boulevard, Norfolk, Virginia 23517
P.O. Box 6377. Norfolk, Virginia 23508
dwc@baroI0[Lh.00rII
�e [phone] • FAX:[phone]
O MAIL ❑ IN PERSON ❑ PHONE ❑ FAX
WITH WHOM
PROJECT NO.:
PROJECT NAhIE:
SUB3ECT:
ORGANIZATION/FIRM
DATE:
PHONE NO.
J :- E it c=i
uAS r A�r11-rY (�CIZ 7h-7 / S2oo
U ��c oC�crL q1.4-yF r7sf7 -3ZZ-y ss
loaj_1e— JSMc._ Lcicu�e_ (QlO)grj-3Z38 ,,-+328y
L-
,�Pr-,eT '�-'
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`DGtJ�Z_ Exffers Cool`CA . cto
-7R(o-?42-1 _
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Dwa s{�rr.wa l�e�'cw�
�II� 75&-'1303
SHEET OF

�j Gv gD9 //l3
e For DENR Use ONLY
�yy 9AA North Carolina Department of Environment and Reviewer:
I Natural Resources Submit � I�o�
NC®ENR Request for Express Permit Review / CO Time: ••'
J Confirm, 11 23
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(dncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(rDncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grottan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or IV hardison(dncmail.net
• Wilmington Region -Janet Russell 910-350.2004 or janet.russell ciincmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
1-3o(J ll -
Project Name: P6311 PARALLEL TAXIWAY, P688APPRON EXPANSION PHASE II County: ONSLOW
Applicant: CARL H. BAKER, P.E. Company: MCB CAMP LEJEUNE 00
Address: 1005 MICHAEL RD MOB City: CAMP LEJEUNE, State: NC Zip: 28547-_ t I A,b•� 7t p
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:CURTIS RD BETWEEN LONGSTAFF ST. AND PERIMETER ST. `r V (N C C°L.i4� So 1 1,
Project Drains into NEW RIVER waters - Water classification SC. NSW (for classification see-http://h2o.enr.state.nc.us/bims, )Orts/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/2 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? N R
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH. JR. E _° E f `V tD
Address: 2207 HAMPTON BLVD City: NORFOLK, State:'JA Zip: 23517_
Phone: [phone], Fax: [phone], Email: [e-mail] NOV 18 2009
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ®DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: PROJ # 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 fit or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention 1 # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / [] MOD: E] Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS ,APPLICABLE TO YOUR PROJECT (for both scoloinq 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
xxaaxxxxxx*xxaxxxx+xxxxxxxx+xx*x*****++*++a++r*+++****+*For DENR use onlyaa+*a**********aa+xa+*aaaaaaxx*x*xxxa+x*xxx**xaaxxx+xxx*+x++
Fee Sulit for multiole oermits: (Check# 1 Total Fee Amount E
SUBMITTAL DATES
Fee 11
SUBMITTALDATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
I
$
401:
$
LQS
I
$
Stream Deter—
$
NCDENR EXPRESS March 2009

Russell, Janet
To: Gregory L. Herron
Cc: David Towler
Subject: RE: Scoping Meeting
Greg: It will be Monday before I can give you a date ... I'll get back with you then.
Janet
From: Gregory L. Herron [mailto:[e-mail]]
Sent: Friday, November 20, 2009 2:44 PM
To: Russell, Janet
Subject: RE: Scoping Meeting
Janet,
We talked with David Towler and will send David the project information on Monday for review.
We would like to hold the 11/30/09 scoping meeting time slot if possible.
Updated narrative, plans and quad will be sent after David's review.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
Ih .bamforth.com
From: Russell, Janet[mailto:janet.russell@nc(lenr.gov]
Sent: Wednesday, November 18, 2009 5:10 PM
To: Gregory L. Herron
Subject: RE: Scoping Meeting
Thanks Greg, that will be fine.
From: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, November 18, 2009 4:54 PM
To: Russell, Janet
Subject: RE: Scoping Meeting
It is only one project. I will try to forward the other information tomorrow.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
olh(abamforth.com

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sf
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from weir to top of sand
—see note

From: Russell, Janet[mailto:[e-mail]]
Sent: Wednesday, November 18, 2009 4:49 PM
To: Gregory L. Herron
Subject: RE: Scoping Meeting
Greg:
Thanks for the Express Request form. Is this one project or two. If it is two projects, we will need an Express Request for
each one. It is a bookkeeping/bean-counting thing. Also, please forward a stormwater narrative, vicinity map and a pdf
site plan. If you can locate the project(s) on a quad sheet, that would be helpful as well. We only need to see the X of
the quad sheet that the project is located on.
Thanks,
Janet
From: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, November 18, 2009 3:53 PM
To: Russell, Janet
Subject: Scoping Meeting
Hi Janet,
We would like to request a scoping meeting to discuss the suitability of infiltration stormwater
management for the P311 Parallel Taxiway and P688 Apron Expansion project at Camp Lejeune.
I have attached a completed Express Review form.
Our preferred date/time would be November 30, 2009 at 10:00 a.m. Please confirm.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434 fax
glhna bamforth.com

uqruqruqruqruq rnnornornosoptpqugrugruqruqruqruqruqruqruqruqruqruqruqruqruqruqru

Russell, Janet
From: Naugle, Mary
Sent: Monday, November 23, 2009 11:05 AM
To: Anna Lee Bamforth; Gregory L. Herron
Cc: [e-mail]; Russell, Janet; Hall, Rhonda
Subject: Air station P 6311 parallel taxi & P-688 Apron - State Stormwater Application
Mr. Bamforth;
Janet Russell will be scheduling the meeting with you for this project
Please be sure to include a site plan and a drainage area plan for the project on one (1) plan. The scale may need to be
changed from the military typical of 30. Most site plans and drainage area plans are about 100 scale Some are even 200
if the project is large.
http://h2o.enr.state.nc.us/su/documents/checklistrev-l.pdf.
The application review checklist at the link above helps explain the plans that are needed for the project. If you are
proposing bio-retention, then the wet pond checklist is most similar. The checklist mentions at the beginning and in
section G that the number of plans for a project like this is typically about 3. One for site plan, one for drainage area
delineation, and one for details with bmp section views and elevations. I realize this is different than the military, but
please limit the number of plans. Janet mentioned that Greg said you have 52 plans and that is too much for us to
handle on a state stormwater application. Please take the information on cad and combine to 3-5.
If you have any questions, please call me. Janet is trying to schedule you a meeting on Monday as you requested.
Thank you,
Mary Jean Naugle
NC DENR Express Permitting
NC Division of Water Quality
127Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
910-796-7303
910-350-2004 fax
marv.nauole@ncdenr. gov
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.

Russell, Janet
From: Gregory L. Herron [[e-mail]]
Sent: Monday, November, 23, 2009 11:28 AM
To: Russell, Janet
Cc: Towler CIV David W; Chas. Crawley; Mullen, Thomas L CIV NAVFAC MIDLANT, IPT;
Hooper, Patrick CTR NAVFAC; Anna Lee Bamforth
Subject: RE: SCOPE Meeting For P6311 Parallel Taxiway
Janet,
Please reserve the meeting for 11:00 a.m. on 11130/2009.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
757-627-7079
757-625-7434fax
glh(a)bamforth.com
From: Russell, Janet(mailto:[e-mail]]
Sent: Monday, November 23, 2009 11:07 AM
To: Gregory L. Herron; Anna Lee Bamforth
Cc: David Towler
Subject: SCOPE Meeting For P6311 Parallel Taxivday
Folks:
The Express Stormwater Scope Meeting has been scheduled with Mary Jean Naugle on November 30, Monday at 11:00
AM. (Note: 11:00 meeting time) The meeting will be here in the Regional Office at 127 Cardinal Drive Extension,
Wilmington 28405.
*Please respond to this email to confirm and reserve the meeting time & date.
Thanks,
Janet
Janet M. Russell
Express Coordinator
910 796-7421
NOTE: change in email address: [e-mail]
Email correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.

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EXGLI SN Ill

Thursday, December 10, 2009
Emimnmenlal • Gmand.ta , • Ha MmN Maledah • Geotechnical • indusmW Hygiene .
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23508
Attention: Mr. Allan Bamforth, P.E.
Subject: Addendum 1 to Report of Geotechnical Exploration
P311 Parallel Taxiway £x P688 Parking Apron Expansion
MCAS New River, North Carolina
A/E Contract No. N40035-06-D-8000
CAB Project No. 08.041
GER Project No. 110-5031
Pursuant to your request, GeoEnvironmental Resources, Inc. is providing this Addendum No. 1 to our
Report of Geotechnical Exploration dated November 9, 2009, GER Project No. 110-5031, in connection
with the above referenced project. The purpose of this addendum is to provide our recommendation for
the estimated normal seasonal high water table elevation in the proposed stormwater management area.
We understand that an infiltration basin located at the south end of the proposed parking apron is
planned to be used for stormwater management on the project. The basin will be approximately 400 feet
square and will have a bottom elevation of 11.0 feet. Deep grassed swales that outfall to an existing
drainage channel will be used on three sides of the outside edges of the infiltration basin. The bottom
elevations of the grassed swales are planned to range from about 11 feet at the west end to about 9 feet
at the east end.
Subsurface conditions at the planned infiltration basin area were explored in March 2009 by four soil test
borings, designated as AP-13, AP-14, AP-15 and AP-16. The findings at these boring locations are
documented in our November 9, 2009 geotechnical report. Groundwater elevations in March 2009 at
these boring locations were estimated to range from about 6.7 to 8.5 feet. These elevations were
estimated based on depths measured relative to nearby ground surface spot elevations shown on the site
plans. It was our opinion that these recorded groundwater elevations were close to the normal seasonal
high groundwater condition for this specific site location.
On November 10, 2009, two additional test holes were made in the planned infiltration basin area near
the corners along the east side of the basin. Soil conditions similar to those encountered in the March
2009 test borings were observed. The depth to groundwater was measured at approximately 8.5 to 10
feet below the ground surface at these additional test holes.
On December 4, 2009, an additional site visit was made to measure ground elevations at the actual test
locations using the site survey control points and to record additional groundwater table elevations. It
was discovered that a couple of the estimated surface elevations at the original test boring locations
were off by several inches. After making the appropriate adjustments to the ground surface elevations at
the original test boring locations, the March 2009 adjusted groundwater table elevations ranged from 7.5
SomhERN PRolEssionAl CENTER 1 271 2 SomI lERN BOUIEVARd, Sui;E 101 VieginiA BEAd I, ViegiNiA 23452
[phone] Fax [phone] w .CEaoNUNE.coM

tV,
Addendum 1 to Report of Geotechnical Exploration December 10, 2009
P311 Parallel Taxiway & P688 Parking Apron Expansion Page 2
GER Project No. 110-5031
to 8.5 feet. With the ground elevations established at the additional test holes, November 2009
groundwater elevations at both of these locations were measured at approximately 8.5 feet.
Attempts to perform additional test holes to measure December 2009 groundwater elevations were
halted upon encountering saturated ground conditions with perched water trapped in the upper soils.
According to the National Weather Service web site and confirmed with the Air Operations office at MCAS
New River, the air station has experienced in excess of 10 inches of rainfall for the period between
November 10 and December 4, 2009. The normal monthly precipitation for November is 3 to 4 inches
according to the National Weather Service. In addition, there have been a number of high tide surges
during this period with some regional high tides in excess of 5 feet above normal.
In summary, based on our analysis of the original and additional data collected to date and with
consideration to the proposed stormwater management area design, we concur with our previous
assessment that the groundwater table elevations encountered in the infiltration basin area will be close
to the normal seasonal high condition. The current infiltration basin design bottom elevation of 11.0 feet
will require a normal seasonal high groundwater table elevation of 9.0 feet, which we feel is in line with
the above findings and assessments. We do however, recommend that periodic observations of the
groundwater conditions in the infiltration basin be made for verification prior to issuing construction
documents. We can conduct these additional observations over the next few months as part of our
ongoing site investigations for this and other projects at MCAS New River.
Please contact us should you have any questions or require any additional information concerning this
addendum or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
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Lithology Graphics
® CL, Low Plasticity Clay ' • • SC, Clayey Sand
• SM, Silty Sand slightly silty, poorly graded
Explanation
GB-1 Borehole
Number
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Li[hology ff4jg SPi Blows
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Water Level Reading
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1 Water Level Reading
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GeoEnvironmental Resources, Inc.
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SUBSURFACE PROFILE:
$88 Apron Stormwater Area
P311 Parallel Taxiway &
P698 Parking Apron Expansion
MCAS New River, North Carolina
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