SW8090108_HISTORICAL FILE_20090420

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 00tWO?
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ZUUo10`-ti2D
YYYYMMDD

���®
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
April 20, 2009
Carl Baker, Deputy Public Works Officer
Bldg 1005 Michael Rd.
MCB Camp Lejeune
Jacksonville, NC 28547
Subject: State Stormwater Management Permit No. SW8 090108
P-615, New River MCAS Aircraft Apron Expansion, Phase 1
High Density Sand Filter Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for P-615 New River Aircraft Apron Expansion -Phase 1 on April 14, 2009. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwarding Permit
No. SW8 090108 dated April 20, 2009, for the construction of the subject project.
This permit shall be effective from the date of issuance until April 20, 2019, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance and Reporting 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 please contact M.J. Naugle, or me at [phone].
Sincerely,
Georgette cott
Stormwater Supervisor
Division of Water Quality
GDS/mjn: S:\WQS\STORMWATER\PERMIT\090108 apr09
cc: Ronald J. Mickiewicz PE, R. Kenneth Weeks Engineers, 757-499-3298, fax: 3683
Division of Coastal Management
cWilmington Regional -Office
Central Files
M.J. Naugle
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 1��One
Phone: [phone] \ FAX: [phone] Customer Service: 1-877-623-6748 1 v 0r}hCarolina
Internet: w .ncwaterquality.org - +a���//�
An Equal Opportunity 1 Affirmative Action Employer l�/\Y/ { Nryl

State Stormwater Management Systems
Permit No. SW8 090108
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chaffer 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl Baker, Public Works Officer and Commanding Officer Marine Corps Base
P-615, New River MCAS Aircraft Apron E)pansion, Phase 1
Taxiways at Curtis Road at New River MCA&Camp Lejeune, Jacksonville, Onslow County
FOR THE
Construction, operation and maintenance of three (3) sand filter systems in compliance with the
provisions of Session Law 200E-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 20, 2019, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respectto the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.8 on page 3 of this permit. The stormwater control ha; been
designed to handle the runoff from 572,398 square feet of impervious area.
3. 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 nonerosive manner to the maximum extent
practical.
4. The tract will be limited to the amount of builtupon area indicated in Section 1.8 on page
3 of this permit, and as shown on the approved plans. There is no future builtupon area
allocated with this permit.
5. 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.
6. 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 090108
The project shall provide a 50 foot wide vegetated buffer adjacent impounded structures,
streams. rivers. and tidal waters.
8. The following design criteria have been permitted for the sand filter systems and must be
provided and maintained at design condition:
Design Criteria
Sand
Filter #1
B-1
Sand Filter
#2
(B-2)
Sand Filter
#3
C-1 & 2
a. Drainage Area acres
2.31
4.1
3.53
Onsite, :
100,624
178,160
307,553
Offsite, :
0
0
0
b. Total Impervious Surfaces, :
100,624
164,221
307,553
c. Design Storm, in.
1.5
1.5
1.5
d. Media Depth, ft:
1.5
1.5
1.5
e. Bottom Elev., FMSL:
13.8
13
9.3
f. Sediment Surface Area (As), :
840
1397
1475
q. Filter Surface Area (Af),
1008
1674
1635
h. Weir Elevation, fmsl:
17.9
1 17.5
1 13
i. Maximum Head, feet:
3.1
3.5
2.85
. Total Permitted Storage -Volume, :
9200
16,000
13,695
k. Orifice, inches:
4
4
4
I. Draw Down Time, hrs:
40
40
40
m. Receiving Stream / River Basin:
Southwest Creek / White Oak
19-17-(6.5)
"C;HQW,NSW'
n. Stream Index:
o. Classification:
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegeta*d and
operational for its intended use prior to the construction of any builtupon 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 sediment chamber, infiltration media, weirs,
catch basins, piping and vegetated filter.
g. A clear access path to the sand filter structures and vegetated filters 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.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 090108
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.
Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of permm 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, allor 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 §hown 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 o 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 evised 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.
This permit is not transferable to any person or entity except after notice to and approval
by the Director. In the event of a change of ownership, or a name change, the permittee
must submit a completed Name/Ownership Change form to the Division of Water
Quality, signed by both parties, and accompanied by the appropriate documentation as
listed on page 2 of the form. The approval of this request will be considered on its merits
and may or may not be approved.
The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request.
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 090108
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, suds 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.
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
21-1.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 cats prior to the
expiration date of this permit. The rehewal request must include the appropriate
documentation and the processing fee.
Permit issued this the twentieth day of April 2009.
CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
'5'"bg
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 090108
P-615, New River MCAS Aircraft Apron Expansion, Phase 1
Stormwater Permit No. SW8 090108
Brunswick Countv
Page 1 of 2
Designer's Certification
I, , as a duly registered in the State of
North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for
Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation d 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 090108
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

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This firm may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer, Marine Corps Base, Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker, Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Bldg 1005 Michael Rd
City:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
[e-mail]
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P615, New River Aircraft Apron Expansion Phase I
5. Location of Project (street address):
Camp Lejeune, New River MCAS, Taxiways
City:lacksonville County:Onslow Zip:28547
6. Directions to project (from nearest major intersection):
South/southwest of Campbell Street & Foster Street intersection and east/southeast of White Street
7. Latitude :34° 42' 43" N Longitude:077° 26' 47" W of project
8. Contact person who can answer questions about the project:
Name:Ronald 1. Mickiewicz Telephone Number: (757 ) 552-1047
Email:RMICKIEWICZ@ PECTRAVA.COM
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
a
❑Renewal ❑Modification
r-(Lf-E
Form SWU-101 Version09.25.08 Page I of

IZ1F`,�
2. &If this application is being submitted as the result of a reAeV aIlon'uio iificaLion to an existing; permit, list the
existing permit number I and its issue date (if known)
3. Specify the type of project (check one): JBY:
❑Low Density ®High Density []Redevelop ❑General Permit ❑Universal SMP ❑Other
4. 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 ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Industrial
Slormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how slormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwaler management for the project.
Slormwater will he routed from all proposed and part of sumo existing aircraft aprons into sand filters and then
through vegetated filler Strips and dischar5yed into the existing; dry ditches
2. Slormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 24.45 acres 4. Total Coastal Wetlands Area: 0 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area": 24.45 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 53.7 %
7. How many drainage areas does the project have? 3 areas: BA, B-2, C(1&2)
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For hinh density projects, complete the table with one drainage area for each enp,ineered stormwaler device.
BasinInformation
Drainage Area 1
g
Drainage Area 2 2
Receiving Stream Name
Southwest Creek
Southwest Creek
Stream Class & Index No.
1#19-17C65 C 11t�1V
N5� I#"19-17-6.5
Total Drainage Area (so
-100,624
178,160
On -site Drainage Area (so
100,624
178,160
Off -site Drainage Area (so
0
0
Existing Impervious" Area (so
44,127
59,455
Proposed Impervious*Area (so
56,497
104,766
W, Impervious` Area (total)
100
922
On -site Buildings (so
On -site Streets (so
on -site
rrnperolous ureu is ue'JIneu us [tic rnlur upon arCu InumuIng, oil rlor IrrNICU to, Vnnurns's, IUaaJ, purnifix ureus,
sidewalks, gravel areas, etc.
Form SWU-101 Version 09.25.08 Page 2 of 4

APR 1 4-
Receiving Stream Name
Southwest Creek
Stream Class & Index No.
1919-17-6.5
Total Drainage Area (so
307,553
On -site Drainage Area (so
307,533
Off -site Drainage Area (so
0
Existing Impervious Area (so
108,803
Proposed Impervious Area (so
198,750
% Impervious Area (sf)
100

\✓"4
APR 1 "09
' **Total project area shall be calculated to exclude Coastal Wetlands from use When calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BUA). I
9. How was the off -site impervious area listed above derived? It was delineated from existing topography
Projects in Union County: Contact the DWQ Central Office staff f to check to see if you project is located
within a Threatened & Fridangered Species watershed that may be subject to store stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state.nc.tis/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from htto://h2o.enr.state.ncus/su/bmp forms.hhn.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version09.25.08 Page 3of4

1 VI.' SUbMITTAL REQUIREMENTS APR
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. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at ht(p:Hh2o.enr.state.nc.us/sti/insi maps.hun)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
Engineer and firm
Legend
North arrow
Scale
I f i 'aIs
Revision number & date
Mean high water line
Dimensioned property/project boundary
Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
Details of roads, drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
Drainage areas delineated
Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Ronald 1. Mickiewicz, P.E., R.Kenneth Weeks
Mailing Address: 272 Bendix Road, Suite 260
City:Virginia Beach State:Va Zip:23452
Phone: [phone] Fax: (757 ) 499-3683
Email:[e-mail]
Vl1I. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2) Carl Baker, Depuhi Public Works 00�icer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be re orded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.ISignature: � Date: 3 /a - Di
FormSWU-101 Version09.25.08 Page 4of4

P. 01
TRANSACTION REPORT
K APR-21-2009 TUE 09:31 AM
FOR: NCDENR 910 350 2004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
APR-21 09:30 AM 919104512927 2'04" 8 FAX TX OK (01) 422
>K �
TOTAL 2M 4S PAGES: 8
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor
Date: 4- aI-p�
To: car
Co:
Fax:
Re:
Hard �Vvx .., ..,,,.,w
FAX COVER SHEET
Dee Freeman, Secretary
No. Pages (excl. cover):-7
Express Permitting
From: Sandra Exum
E _`J f sL ' a-:✓k" env rL Phone: [phone]
Lcr� - &A'S L - ?ig 'a-) Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 29405 • [phone] • An Rqual Opportunity Affirmal.ive Action Employer

P. 01
K TRANSACTION REPORT
APR-21-2009 TUE 09:22 AM
>K �
FOR: NCDENR 910 350 2004
SEND
K DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
APR-21 09:20 AM 917574993683 2'32" 8 FAX TX OK 423 8
TOTAL 2M 32S PAGES: 8
State of North Carolina
Department of Environment and Natural Resources
Wilmington RegionalOffice
Beverly Eaves Perdue, Governor
FAX COVER SHEET
Date:
Co: tz
Fax: —1 C�; -. ^ ,-I q1,5 " 3 (c, -8 3
Re:
Hard Copy to follow
Dee Freeman, Secretary
No. Pages (excl. coven): %
Express Permitting
From: Sandra Exum
Phone [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmingkm, NC 28405 • [phone] • An Equal Opportunity Affirmativc Action Employer

P615 MCAS New River Apron Expansion - Additional Informat...
Subject: Re: P615 WAS New River Apron Expansion - Additional Information request for b-1
supplement
From: Mary Jean Naugle <[e-mail]>
Date: Fri, 17 Apr 2009 09:25:41 -0400
To: "Mickiewicz, Ron" <[e-mail]>
CC: Towler CIV David W <[e-mail]>, "[e-mail]"
<[e-mail]>, Mary Naugle <[e-mail]>
Ronald;
Please submit by e-mail (pdf) a supplement for vegetated filter on B-1.
I received the B-2 and C-1&2 supplement for vegetated filter, but none for B-1.
thank you
Mary Jean
Mickiewicz, Ron wrote:
The packages should arrive by 10:30 this morning.
THE SPECTRA GROUP, INC.
Ronald J. Mickiewicz, PE
Vice President
-----Original Message -----
From: Mary Jean Naugle [mailto:[e-mail]] Sent: Tuesday, April 14,
2009 9:27 AM
To: Towler CIV David W
Cc: Mickiewicz, Ron; [e-mail]
Subject: Re: P615 MCAS New River Apron Expansion 0&M
we have not seen any package yet - neither Rhonda nor i. I thought we scheduled
the delivery for last Thursday ?
Towler CIV David W wrote:
All,
The level -spreader O&M has been sent via Fed Ex to Mary Jean. Attached is a
copy for your records.
V/r, David W. Towler Marine Corps Base, Camp Lejeune Public Works Division,
Bldg 1005 Civil Design Branch Phone: [phone] ext. 3284
Mary Jean Naugle
NC DENR Express Permitting
I of 2 4/17/2009 9:42 AM

P615 WAS New River Apron Expansion - Additional Infonnat...
910-796-7303
910-350-2004 fax
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.
2 of 2 4/17/2009 9:42 AM

RE: P615 MCAS New River Apron Expansion - Additional Infortna...
Subject: RE: P615 WAS New River Apron Expansion - Additional Information request for b-I
supplement
From: "Mickiewicz, Ron" <[e-mail]>
Date: Fri, 17 Apr 2009 09:57:00 -0400
To: Mary Jean Naugle <[e-mail]>
CC: "fowler CIV David W <[e-mail]>, "[e-mail]"
<mi I lcreekenvironment@comcast. net>
Mary Jean,
Attached is B-1 level spreader filter strip supplement.
Ron
THE SPECTRA GROUP, INC.
Ronald J. Mickiewicz, PE
Vice President
oINIFO
Ptc(D,
L<I(?I(Dct
From: Mary Jean Naugle [mailto:[e-mail]]
Sent: Friday, April 17, 2009 9:26 AM
To: Mickiewicz, Ron
Cc: Towler CIV David W; [e-mail]; Mary Naugle
Subject: Re: 2613 MCAS New River Apron Expansion - Additional Information request
for b-1 supplement
Ronald;
Please submit by e-mail (pdf) a supplement for vegetated filter on B-1.
I received the B-2 and C-1&2 supplement for vegetated filter, but none for B-1.
thank you
Mary Jean
Mickiewicz, Ron wrote:
The packages should arrive by 10:30 this morning'.
THE SPECTRA GROUP, INC.
Ronald J. Mickiewicz, PE
Vice President
I of 3 4/17/2009 10:09 AM

APR 1 4 2009
General Information
a. Name of Project: New River Aircraft Apron Expansion, P615
b. Street Address, City, County: Onslow County, NC
c. Acres in Tract: 23.21 (Permit Area)
d. Acres Being Disturbed: 13.88
e. Acres in Wetlands: 0
1. Wetlands Must Be Delineated
2. Proposed Wetland Impacts Require Permits From Corps & DWQ
f. Ownership Information From the NC Secretary of State Web Site
Camp Lejeune is owned by the federal government
g. Description of Development Proposal
1. Previous or Existing Permits: 0
2. Tax parcel ID Number: N/A
h. Pre-1988 Built Upon Area, If Applicable
i. Discuss Phasing of the Project & Stormwater Facilities When Applicable:
Installation of erosion controls will be the first phase of work, followed by
earthwork and installation of storm drainage utilities and stormwater
management facilities, followed by concrete pavement installation.
j. Discuss Proposed Waste Water Treatment & Water Supply: N/A
k. Identify Historic Sites & Projects Being Funded With Public Monies:
N/A
I. Disclose Any/All Non -Compliance Issues with DENR Agencies: There
will be no drainage easement recorded for this development
2. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All water
Bodies On or Adjacent To The Project or Closest to The Project Area:
White Oak River Basin, SC/HQW/NSW waters, Index # 19-17-(6.5)
b. Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase It, Address
Vested Rights When Applicable; Identify Pockets of High Density: High
Density, Federal, State Stormwater Session Law 2008-211.
c. Proposed Total % Impervious Surface: 97.6%
d. Number of Proposed Treatment Measures, Type(s) of Collection System:
4 Sand Filters
e. Will All Built Upon Area Be Collected: Yes
f. Identify Whether or Not the Project Has Buffer Requirements & Whether
or Not Development Is Proposed Within A Buffer: Yes, minimum 50-foot
vegetative buffer.
g. Discuss Coastal Management Areas of Environmental Concern When
Applicable: N/A

7nTtof
'1. F,VFR 1 2009
h. Disclose Whether or Not Off -Site Runoff Is Coming OThe-Site--or-Into
The Proposed BMP: N/A
i. Discuss Whether Road Construction Across Other Property Is Necessary
To Access This Project: It is not
j. If An On -Site Evaluation Of The Soils Has Been Done, Discuss
Infiltration Rates, Seasonal High Water Table, etc., and Include Date Of
Site Evaluation (This Is Required For Infiltration Projects): A soils report
was made of the area on May 12, 2008. ECS Carolinas, LLP provided an
infiltration rate of 31 in/hr under a sandy clay/clay layer. A later soils test
on November 18, 2008 found impermeable clay layers intermittently
throughout the site. The SHWT is 18", 20", and 28" in areas C, B-2, and
B-1.
k. Is The Department of Transportation Requiring The Construction Of A
Turn Lane Or Road Widening Associated With The Project: No
3. Stormwater Management Facility/Best Management Practice
Narrative
The development utilizes a Sand Filter with Sediment Forebay to treat the runoff
from all surfaces generated by the one and one-half inches of rainfall and control
the runoff for the one year, 24 hour design storm by detaining the post developed
conditions and releasing runoff that is less than the pre developed runoff rate.
The stormwater runoff released from the stormwater management facility/best
management practice will flow overland through a vegetative filter strip to further
reduce the discharge rate and remove pollutants to enhance the quality of water
entering the existing drainage system.
Stormwater runoff from the development that is in excess of the design volume is
bypassing the SWMF/BMP via flow splitter. A bypass channel conveys the
diverted runoff to a level spreader that evenly distributes the Flow overland though
a vegetative filter greater that the required minimum of 50-feet. The bypass
channel and vegetative filter stripe have been designed to provide a non -erosive
velocity for the 10-year storm. All of the above is in accordance with Session
Law 2008-211.

DEPARTMENT OF PROFESSIONAL AND OCCUPATIONAL REGULATION
EXPIRES ON COMMONWEALTH OF VIRGINIA
9960 Mayland Dr., Suite 400, Richmond, VA 23233 NUMBER
O 8'31-2010 Telephone: [phone]! 3402 000061
BOARD FOR PROFESSIONAL SOIL SCIENTISTS,AND WETLAND PROFESSIONALS
CERTIFIED AS A PROFESSIONAL WETLAND DELINEATOR
ROBERT ALLEN NEELY
3940 PALMER RD
MC GAHEYSVILLE, VA 22840
ALTERATION OFTHIS DOCUMENT, USE AFTER EXPIRATION, OR USE BY PERSONS OR PRMB OTHER
11UN THOSE NANEO MAY RESULT IN CRI.-1 PROSECUTION UNDER THE CODE OF NROINIA.
(SEE REVERSE SIDE FOR NAME AND/OR ADDRESS CHANGE)

APR 1 4 2009
BY&— dIC4tW T
P-615 NEW RIVER AIRCRAFT APRON EXPANSION
STORM WATER MANAGEMENT FACILITY
AND
BEST MANAGEMENT PRACTICES
DRAINAGE CALCULATIONS
March 27, 2009

J.
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5-43

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REPORT OF SUBSURFACE EXPLORATION AND GEOTECIIlVICAL ENGINEERING
ANALYSIS
P615 NEW RIVER. APRON EXPANSION
JACKSONVILLE, NORTH CAROL.INA -
x.
APR 12�09
4A M.NN ---i 1
PREPARED FOR:
MR. RUSTY OWENS
R. KENNETH WEEKS ENGINEER, LLC
272 BENDIX ROAD
SUITE 260
VIRGINIA BEACH, VIRGINIA 23452
ECS CAROLINAS, LLP PROJECT NO.: 22.13845
MAY 12, 2008

ECS
Geotechnical
Mr. Rusty Owens, P.E.
R. Kenneth Weeks, LLC
272 Bendix Road, Suite 260
Virginia Beach, Virginia 23452
LLP
Re: Seasonal High Water Level Estimation
New River Air Station Apron Expansion
Jacksonville, Onslow County, North Carolina
Dear Mr. Owens,
Environmental
November 18, 2008
ECS Project No. 22.14569
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed infiltration areas at the New River Air Station Apron Expansion project in Jacksonville,:
Onslow County, North Carolina. This letter, with attachments, is the report of our estimation.
Field Testing
On November 18, 2008, ECS met with Mr. Vince Lewis with the North Carolina Department of
Environment and Natural Resources (NCDENR) in order to conduct an exploration of the subsurface soil
and groundwater conditions at six requested locations shown on the attached Figure-l- Boring Location
Plan. The boring locations were located with GPS equipment. The purpose of this exploration.was to
obtain subsurface information of the in -place soils for the proposed infiltration areas. ECS explored the
subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground
surface at the requested boring locations. ECS visually classified .the subsurface soils and obtained
representative samples of each soil type encountered. ECS also recorded the groundwater level observed
at the time of each hand auger boring: The attached SHWL sheet.provides a summary of the subsurface
conditions encountered at each hand auger boring location.
The groundwater level, and the seasonal high water level (SHWL) were estimated at each boring location
below the existing grade elevation. Below is a summary of each boring location,
Water Level
SHWL
48inches
28inches
48inches
28inches
M
50'inches
M50inches
20inches'
50inches
20inches
50 inches
18 inches
18inches
7211 Ogden Business Park • Suite 201 • Wilmington, NC 28411 • [phone] • Fax [phone] • www.ecsfmited.com
Asheville, NC • Charlotte, NC • Greensboro, NC • Greenville, SC - Raleigh, NC • Swansboro, NC * • Wihnington, NC
* testing services only

SHWL Estimation
New River Air Station Apron Expansion
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14569
November 18, 2008
The SHVVT may vary within the proposed site due to changes in subsurface conditions and elevation.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Figure-1
SHWL sheet
John . Lair, P.
c' al Geologist

--iLj r(�n 7f -1 'f'
a
A=SS7rATE
(D BORING LOCATIONS
Apron Expansion
New River Air Station
Onslow County, NC
ECS Project No. 22-14569
November 14,2008
ICBW
X
Figure 1-Boring Location Plan
Provided by: R. Kenneth Weeks
Engineers, LLC

Season High Water Level Estimation
New River Air Station Apron Expansion
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14569
November 18, 2008
Location Depth Soil Description
1-A 0-30" Brown/grey silty SAND
30"-108" Grey sandy CLAY
Seasonal High Water Table was estimated to be at 28 inches below the existing
grade elevation.
Ground water was encountered at 48 inches below the existing grade elevation.
Location Depth Soil Description
1-B 0-30" Brown/grey silty SAND
30"-108" Grey sandy CLAY '
Seasonal High Water Table was estimated to be at 28 inches below the existing
grade elevation.
Ground water was encountered at 48 inches below the existing grade elevation.
Location Depth Soil Description
2-A 0-12" Black silty SAND
12"-108" Orange/tan sandy CLAY
Seasonal High Water Table was estimated to be at 20 inches below the existing
grade elevation.
Ground water was encountered at 50 inches below the existing grade elevation.
Location Depth Soil Description
2-B 0-12" Black silty SAND
12"-108" Orange/tan sandy CLAY
Seasonal High Water Table was estimated to be at 20 inches below the existing
grade elevation.
Ground water was encountered at 50 inches below the existing grade elevation.

Season High Water Level Estimation
New River Air Station Apron Expansion
Jacksonville, Onslow County, North Carolina
ECS Project No. 22.14569
November 18, 2008
Location Depth Soil Description
3-A 0-18" Orange/grey sandy CLAY
18"-60" Orange/grey CLAY
60"-108" Orange sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Ground water was encountered at 50 inches below the existing grade
elevation.
Location Depth Soil Descri-otion
3-13 0-18" Orange/grey sandy CLAY
18"-60" Orange/grey CLAY
60"-108" Orange sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Ground water was encountered at 50 inches below the existing grade
elevation.

ECS
LLP
Geotechnical • Construction Materials
July 23, 2008
Mr. Rusty Owens
R. Kenneth Weeks Engineering
272 Bendix Road
Suite 260
Virginia Beach, Virginia 23452
Re: Foundation, Resistivity and Soil pH Evaluation
P615
MCAS New River
Jacksonville, North Carolina
ECS Project Number: 22.13845A
Dear Mr. Owens,
ECS Carolinas, LLP (ECS) has completed an evaluation of the subsurface conditions for the
proposed metal pipe to be located at the MCAS New River in Jacksonville, North Carolina. This
letter, with attachments, is the report of our findings, evaluations; and recommendations.
Subsurface Investigation
On July 8, 2008, ECS explored the site by advancing two hand auger borings to depths of
approximately 4 feet below the existing subgrade and performed a four pin Wenner method
resistivity analysis at the site. The approximate boring locations and resistivity line location are
shown on the attached Site Sketch.
At regular depth intervals, ECS used a dynamic cone penetrometer (DCP) to determine the relative
firmness of the soils being penetrated. The DCP testing procedure consists of driving a conical
point into the soil by using a 15-pound hammer with a free -fall of 20 inches. The conical point is
driven through three successive intervals of 1-3/4 inches; and the average number of hammer
blows required for a 1-3/4 inches drive is taken as the penetration resistance.
The attached Dynamic Cone Penetrometer Reports show details of the subsurface conditions
encountered in each boring. Three soil samples were sent to the soils laboratory for soil pH
analysis. '
Subsurface Conditions
The two auger borings revealed relatively similar subsurface soil conditions and soil types through
the 4 foot depth explored at the site. Generally, the subsurface soils consist of an upper strata of
brown sandy clay over tan/orange sands.
Ground. water was not encountered to the depths explored.
7211 Ogden Business Park • Suite 201 • Wilmington, NC 2841 Y- [phone] • Fax [phone] • www.ecslimited.com
Asheville, NC Charlotte, NC • Greensboro, NC • Greenville, SC • Raleigh, NC •Swnnsboro, NC ° Wilmington, NC
"'testing services only

Foundation,. Resisitivity, and Soil pH. Evaluation
P615
WAS New River
Jacksonville, Nonb Carolina
ECS Project No. 22.13845A
Evaluations and Recommendations
Foundations
Based on the results of our field testing and our experience with similar soil and assumed structural
loading conditions, it is our judgment that the existing subsurface soils at the areas and depths
tested are capable of supporting a foundation designed for a maximum allowable bearing capacity
of 2,000 pounds per'square foot (psf)..
Resisitivy
Soil resistivity is the key factor that determines what the resistance of a grounding electrode will
be, and to what depth it must be driven in order to obtain low ground.resistance. Soil passes
electric current in varying levels; the higher the resistivity of a given soil, the less electric current
passes through.
Resistivity of soil varies with moisture and temperature, and changes seasonally. In general, a dry
soil has high resistivity if it contains little or no soluble salts. For any given inatenW;Ire'sistivity
can vary widely depending largely on its content of electrolytes, which consist of"moist&i ' ,`
minerals and dissolved salts (see Table below):
Soil Type
Typical Resistivity
ohms/cm
Marshy Ground.
.200-270
Loam and Clay
400.15 000
Chalk
40 000-60 000
Sand
9 0007800,000
Peat
20 000 u'wards
Sand Gravel
30 000-50,000
Rock
100 000 u' wards'
One test was performed on site. The test was performed with a spacing of 20 feet., At 20 feet, the
soil resistance was 36,386.9 ohm/cm. Below is a summary of our results at the test locations:
Job: 22.13845A ohms/centimeter .
Run
Test
=I
reading
multiplier
spacing(feet)
1
1
36386.9
1 9.5
1,
20.0
Soil pH
Soil pH is the key factor that determines what protection again'stcorrosivity a grounding electrode
will require. At the site, the pH of the soils in the upper three feet ranged from 4.2 to 4.4.

Foundation, Resisitivity, and Soil pH Evaluation
P615
WAS New River
JaehSonvWe, Nonh Caroline
ECS Project No. 22.13845A
Closure
The subsurface exploration conducted for this study used hand auger borings and DCP testing
procedures at two locations on the proposed site. The evaluations and recormnendations presented
in this report are based strictly upon the conditions observed in those borings. While our
exploration methods indicated uniformly good subsurface conditions through the 4 foot depths
explored, stresses from the structure foundations will extend to greater depths than those explored,
and the subsurface conditions at those greater depths could be different.
Exploration of the deeper subsurface conditions would require the use of a power drilling rig and
more sophisticated testing procedures, but can be provided upon your request and authorization.
This study was conducted for the purpose of foundation and related geotechnical engineering
design. The study was not conducted to provide an environmental assessment of the site. . .
We appreciate the opportunity to be of service to you on this project and look forward to serving
you on future projects. Do not hesitate to contact us if you have questions regarding this 'study or
as we can be of additional service.
Respectfully,
ECS CAROLINAS, LLP
w�Cv
Winslow E. Goins, P.E.
Project Engineer
NC License No. 337,5p\ l I'I III /1,CAR�
�Q� �"SS,,ppo��4_y
�Glv
= O St 9
033751
OW 11 - --
O&M.Sob
Principal Engineer
NC License No. 22983 '

r
i NOT TO SCALE
m
. .� AL. N. REFERENCE
Eb;q. P RBJCI ATE
ow so -LES C
SITE MAP PROVIDED BY IL" O(� d� � 4 4 RINNRIH wt B cs ENGINEERS
WT OVN ✓� �{ f y y
a m
y n4
FIGURE 1
t SITE MAP
MCAS NEW RIVER
JACRSONVR�F NORTH CAROIINA
ONMOWCOUNTY
•�•� �`� `� PROTECT NO.2L13Bn5A
DRAWNBY/DATE
DRAW BY/
CHHCT®BY/DATE
�' �reb 7/z3/ay
FII.ENAME SREMAP

ECS Carolinas, LLP
Job Number: 22.13845A
Job Name: P615
Contractor:
Design Soil Bearing Pressure:
Dynamic Cone Penetrometer Report
Location: WAS New River, North Carolina
Required Minimum Blows/1.75":
General Area Tested:
liocadon
Date
ElDepth/'
. , evation
..,- .Y.r�.
Soll ClassiBcatlon
-`, .,yr , ,
Blows
, �/'j
Remarks
z t +r n r
�-
1
7/08/08
0'
0-12" Brown Sandy CLAY
6-8-11
-1'
12-36" Tan Sandy CLAY
5-7-9
-2'
36.48" Tan/Orange SAND Trace Clay
8-8-9
-3'
6-7.7
4'
6-7-8
Groundwater Not Encountered
2
7/08/08
0'
0-12" Brown Sandy CLAY
7-9-10
.1'
1248" Tan/Orange SAND Trace Clay
4-5-6
-2'
5-5-6
-3'
6-6-6
4'
5-6-6
Groundwater Not Encountered

4
UiLLV ECS CAROLINAS, LLP
0
C®gowns Geotechnical • Construction Materials • Environmental • Facilities
May 12, 2008
Mr. Rusty Owens
R. Kenneth Weeks Engineer, LLC
272 Bendix Road
Suite 260
Virginia Beach, Virginia 23452
Re: Report of Subsurface Exploration and Geoteclurical Engineering Evaluation
P615 New River Apron Expansion
Contract No.: N40085-06-D-8001
Jacksonville, North Carolina
ECS Project No.: 22.13845
Dear Mr. Owens:
As authorized by your acceptance of our proposal number 04.12295-R, dated December 17,
2007, ECS Carolinas, LLP has completed a subsurface exploration for the subject project. This
report presents the results of the field exploration; laboratory testing and engineering analysis,
along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this project and
look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and reconunendations presented in this report, please
contact us at (910) 686-91 14 for furiher assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
ld�'k 6r,7
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 33751
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 22983
7211 Ogden Business Park • Suite 201 • Wilmington, NC 28411 • [phone] • Fax [phone] • www.ecslimited.com
Asheville, NC - Charlotte, NC - Greensboro, NC - Greenville, SC - Raleigh, NC Swansboro. NC * Wilmington, NC
* testing services only

REPORT OF SUBSURFACE EXPLORATION AND GEOTECIINICAL ENGINEERING
ANALYSIS
P615 NEW RIVER APRON EXPANSION
JACKSONVI LLE, NORTH CAROLINA
PREPARED FOR:
MR. RUSTY OWENS
R. KENNETH WE, ENGINEER, LLC
272 BENDIX ROAD
SUITE 260
VIRGINIA BEACH, VIRGINIA 23452
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.13845
WINSLOW,RiGOINS. P.E.
CA?U(�'i,
_ •crO SEA �r 7
= 033751
NC LICE N�1 , 1V8. 33751
MAY 12, 2008

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY
2.0 PROJECT OVERVIEW ................................................
2.1 Project Information......................................................
2.2 Scope of Work.............................................................
2.3 Purpose of Exploration ................................................
I
............................................... 2
............................................... 2
............................................... 2
............................................... 2
3.0 EXPLORATION PROCEDURES.......................................................................................................3
3.1 Subsurface Exploration Procedures...................................................................................................3
3.1.1 Soil Borings...............................................................................................................................3
3.1.2 Hand Auger Borings and Infiltration Test.................................................................................3
3.2 Laboratory Testing Program..............................................................................................................4
4.0 EXPLORATION RESULT
4.1
Site Conditions ...............
4.2
Regional Geology...........
4.3
Soil Conditions ...............
4.4
Groundwater Conditions
4.5
Laboratory Test Results..
4.6
Infiltration Test Results..
5.0 ANALYSIS AND RECOMMENDATIONS..........
5.1 Subgrade Preparation ............................................
5.2 Engineered Fill Placement ....................................
5.3 Pavement Recommendations ................................
5.4 Site Drainage........................................................
5.5 Construction Considerations ................................
6.0 CLOSING
APPENDICES
...........................................................................
7
...........................................................................
7
...........................................................................
7
...........................................................................
9
...........................................................................
9
.........................................................................10
APPENDIX A -FIGURES
APPENDIX B-SPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-HAND AUGER BORING LOGS AND INFILTRATION TEST RESULTS
APPENDIX D-LABORATORY TEST RESULTS
APPENDIX E-GENERAL CONDITIONS
APPENDIX F-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES
11

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering analysis for
the proposed site located at MCAS New River in Jacksonville, North Carolina. At the time of our field
exploration, the site consisted of partially wooded areas and grassy areas. The site is relatively level. No
contaminates were encountered during the drilling operations.
We understand that expansions to the existing aircraft apron will be constructed at the site to support
MV-22 Osprey aircraft and CH-46 helicopters. Additional project specific information was not available
at the time this report was prepared.
No appreciable organic topsoil was reported by the drillers at the boring locations. Beneath the surface
to a depth of 10 feet, the test borings typically encountered intennittent layers of very loose to medium
dense clayey, silty and clean sands SC, SM, SP) and firm to stiff silty clays and clays (ML-Cl., CL, CFI).
No contaminates were encountered during the drilling operations.
Specific information regarding the subsurface exploration procedures used, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning the
geotechnical design and construction aspects of the project are discussed in detail in the subsequent
sections of this report. Please note this Executive Summary is an important part of this report and should
be considered a "summary" only. The subsequent sections of this report constitute our findings,
conclusions, and recommendations in their entirety.
Prepared By: Reviewed By:
Winslow E. Goins, P.E. Walid M. Sobh, P.E.
Project Engineer Principal Engineer

Repon of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
2.0 PROJECT OVERVIEW
2.1 Proiect Information
Our understanding of the proposed development is based upon our discussions with representatives of R.
Kenneth Weeks Engineers, LLC and a review of the site plan provided to ECS by R. Kenneth Weeks
Engineers, LLC. The proposed site is located at MCAS New River in Jacksonville, North Carolina. At the
time of our field exploration, the site consisted of partially wooded areas and grassy areas. The site is
relatively level. No contaminates were encountered during the drilling operations.
We understand that expansions to the existing aircraft apron will be constructed at the site to support
MV-22 Osprey aircraft and CH-46 helicopters. Additional project specific information was not available
at the time this report was prepared.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of
• twelve soil test borings;
• four hand borings and infiltration tests,
• visual examination of the samples obtained during our field exploration,
• the results of select laboratory index and engineering properties testing,
• engineering analyses of the field and laboratory findings with respect to the provided project
information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions at the site
and to develop engineering recommendations to assist in the design and construction of the proposed
project. We accomplished these objectives by:
• perfornng a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• performing seasonal high water table analysis and infiltration tests to determined infiltration
rates,
• performing laboratory tests on selected representative soil samples from the borings to
evaluate pertinent engineering properties; and
• analyzing the field and laboratory data to develop appropriate geotechnical engineering
design and construction recommendations.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The twelve soil test borings drilled on the site were performed using a track -mounted CME 450 drill rig
utilizing various cutting bits to advance the boreholes. }follow stem auger drilling was utilized to
advance the borings. Representative soil samples were obtained by means of the split -barrel sampling
procedure in general conformance with ASTM D-1586. In this procedure, a 2-inch O.D., split -barrel
sampler is driven into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches. The
number of blows required to drive the sampler through a 12-inch interval is termed the Standard
Penetration Test (SPT) value and is indicated for each sample on the boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can affect the standard penetration resistance value (i.e., differences
between drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies) and prevent a
direct correlation between SPT resistance value, or N-Value, and the consistency or relative density of
the tested soil. Split -spoon samples were obtained at approximately 2.5-foot intervals within the upper
10 feet and at approximately 5-foot intervals thereafter. The approximate locations of the soil test
borings are indicated on the Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -light containers and brought to our laboratory in Wilmington, North
Carolina for visual examination and formal classification by a geolechnical engineer in general
accordance with the Unified Soil Classification System guidelines.
3.1.2 Hand Auger Borings and Infiltration Tests
On March 20, 2008, four hand auger borings were performed on the site. The purpose of the hand auger
borings was to stratify the subsurface soils and estimate the seasonal high water table of the subsurface
soils. Four infiltration tests were performed at the hand auger boring locations. We evaluated the
subsurface soil and ground water conditions by drilling the hand auger borings to depths of
approximately 80 to 120 inches below the existing ground surface at the approximate location indicated
on the Boring Location Plan in Appendix A of this report. We visually classified the subsurface soils on
site. The results are provided in Section 4.5 and in Appendix C.
3

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
3.2 Laboratory Testing Program
Representative soil samples obtained during our field exploration were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
visual classifications of soil according to ASTM D 2487;
• index property testing included natural moisture content dcternrinations (ASTM D 2216), Atterberg
limits analyses (ASTM D 4318), grain size analyses (ASTM D 1140), standard Proctor test (ASTM
D 698) and California Bearing Ratio (CBR) (ASTM D 1883).
All data obtained from the laboratory tests are included on the Laboratory Testing Summary and in
Appendix C of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition.
4

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located at MCAS New River in Jacksonville, North Carolina. At the time of our field
exploration, the site consisted of partially wooded areas and grassy areas. The site is relatively level.
4.2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is
composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area
generally consist of sedimentary materials transported from other areas by the ocean or rivets. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet
near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those
underlying the Piedmont and Mountain Physiograplvc Provinces. In general, shallow unconfined
groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge
occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface
water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Soil Test Borings: No appreciable organic topsoil was reported by the drillers at the boring locations.
Beneath the surface to a depth of 10 feet, the test borings typically encountered intermittent layers of
very loose to medium dense clayey, silty and clean sands SC, SM, SP) and fine to stiff silty clays and
clays (ML-CL, CL, CH). Standard penetration test resistances (N-values) in these soils generally ranged
from 3 to 20 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions encountered
within the test borings. The Test Boring Records in Appendix B contain detailed information recorded at
each of the boring locations and represent the geoteclmical engineer's interpretation of the data based on
visual examination of the soil samples obtained during the field exploration. The stratification lines on
the Test Boring Records represent approximate boundaries between material types and the actual
transition between strata is expected to be gradual.
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring locations.
Furthermore, visual observations of the samples retrieved during drilling exploration were also used in
evaluating the groundwater conditions. The groundwater depths were observed to range from 4.0 to 4.7
feet below the existing grade after completion of the borings.
The highest groundwater observations are normally encountered in the late winter and early spring, and
our current groundwater observations are expected to be near or representative of the seasonal maximum
water table. Variations in the location of the long-term water table may occur as a result of changes in
precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of
this exploration. If long term water levels are crucial to the development of this site, it would be prudent
to verify water levels with the use of perforated pipes or piezometers.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
1`615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
4.5 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils encountered
within the test borings. In summary, the tested samples had in -situ moisture contents ranging from 6.9 to
38.6 percent.
The grain size analyses of the tested samples indicated that the tested materials had 2.9 to 46.3 percent
fines passing the number 200 sieve.
The Atterberg limits analyses of the tested samples indicated liquid limits of 25 to 59, plastic limits of 15
to 26, and plasticity indices of 7 to 40.
The maximum dry density of the bulk samples ranged from 104.6 to 119.6 pounds per cubic foot (pcO
with optimum moisture contents ranging from 11.2 to 19.9 percent as determined by the standard Proctor
method (ASTM D 698).
The average California Bearing Ratio (CBR) value of 12.8 was obtained for the soaked samples that were
compacted to approximately 100 percent of the soils maximum dry density.
Specific laboratory test results are provided in the Laboratory Testing Summary and in Appendix C of
this report.
4.6 Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high ground water level is estimated to be
24 to 28 inches below existing grade. The infiltration tests were performed at a depth of 10 inches below
present grade. The soils at the site at the depths tested did not infiltrate and are considered impermeable.
Based on the soil test borings and previous soil explorations in the area of the MCAS New River, the
impermeable clay layer is approximately 8 to 12 feet thick and is underlain by clean, poorly graded sand.
Based on the type of sand encountered, the potential for infiltration exists in the sands below the clay.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the proposed
construction, the information provided to us during this study and our past experience with similar
conditions. Should any of the information provided to us be changed prior to final design, ECS should be
notified to review these recommendations and make appropriate revisions, if necessary.
5.1 Sub2rade Preparation
The first step in preparing the site for the proposed construction should be to remove all vegetation,
rootmat, topsoil, deleterious materials, and any other soft or unsuitable materials from the existing
ground surface. These operations should extend at least 10 feet, where possible, beyond the planned
limits of the proposed apron expansion.
After proper clearing, stripping, grubbing, and prior to fill placement or apron construction, the exposed
subgrade soils should be carefully evaluated by an experienced geotechnical engineer to identify any
localized unstable or otherwise unsuitable materials. After evaluating the exposed soils, loose and
yielding areas should be identified by proofrolling the exposed subgrades, if site and subsurface
conditions allow, with an approved piece of equipment, such as a loaded dump truck, having a single -
axle weight of at least 10 tons. Any soft or unsuitable materials identified during proofrolling operations
should be either repaired in -place or removed and replaced with an approved backfill placed and
compacted in accordance with recommendations of this report.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that are
evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that are evaluated
after a periods of more favorable weather. We strongly recommend that rubber tire equipment not be
used if subgrade conditions exhibit elevated moisture conditions. The contractor should use tracked
equipment to minimize the degradation of marginally stable subgrade.
The preparation of fill subgrades, as well as proposed apron subgrades, should be observed on a full-time
basis by a representative of ECS. These observations should be performed by an experienced
geotechnical engineer, or his representative, to ensure that all unsuitable materials have been removed
and that the prepared subgrade is suitable for support of the proposed construction and/or fills.
5.2 Enaincered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a stable
subgrade, engineered fills can be placed and compacted to achieve the desired site grades. All fill for
support of the proposed construction and for backfill of utility lines within expanded building and
pavement limits should consist of an approved material, free of organic matter and debris and cobbles
greater than 3 inches, and have a Liquid Limit (LL) and Plasticity Index (PI) less than 40 and 20,
respectively. We also recommend that all fills within structural areas have a standard Proctor (ASTM D
698) maximum dry density of at least 100 pounds per cubic foot (pcf).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays and silts
(CH, MH). All such materials removed during grading operations should be either stockpiled for later
use in landscape fills, or placed in approved on or off -site disposal areas.
7

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
An examination of the soils recovered during our current exploration, and our previous experience in the
area, indicates that the majority of the on -site soils will generally be suitable for re -use as engineered fill.
However, it is expected that moisture conditioning of the fill soils will be required during placement to
facilitate proper compaction. In some areas, substantial drying may be needed and it may not be feasible
to attempt to re -use such materials as engineered fill.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be evaluated to
determine if some of these soils will be suitable for re -use as engineered fill. Natural fine-grained soils
classified as clays or silts (CL, ML) with LL and PI greater than 40 and 20, respectively, should be
evaluated by the geotechnical engineer at the time of construction to determine their suitability for use as
engineered fill.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials, the
contractor should provide representative samples of the proposed fill soils to the geotechnical engineer.
The geotechnical engineer can determine the material's suitability for use as an engineered fill and
develop moisture -density relationships in accordance with the recommendations provided herein.
Samples should be provided to the geotechnical engineer at least 3 to 5 days prior to their use in the field
to allow for the appropriate laboratory testing to be performed.
All fill materials placed within the apron areas should be placed in lifts not exceeding 8 inches in loose
lift thickness and moisture conditioned to within their working range of optimum moisture content. The
fills should then be compacted to a minimum of 95 percent of the soil's standard Proctor (ASTM D 698)
maximum dry density to within 12 inches below finished subgrade. The upper 12 inches of fills placed
beneath structural development should be compacted to 98 percent of the soil's standard Proctor
maximum dry density. The typical working range of optimum moisture for the natural Coastal Plain soils
at the site is expected to be within approximately 3 percent of the optimum moisture content. Care
should also be taken to provide a smooth, gently sloping ground surface at the end of each day's
earthwork activities to help reduce the potential for ponding and absorption of surface water.
Grade controls should also be maintained throughout the filling operations. All filling operations should
be observed on a full-time basis by a qualified representative of ECS to determine that the required
degrees of compaction are being achieved. We recommend that a minimum of one compaction test per
2,000-square-foot area be performed for each lift of controlled fill. The elevation and location of the
tests should be clearly identified at the time of fill placement. Areas which fail to achieve the required
degree of compaction should be re -worked until the specified degree of compaction is achieved. Failing
test areas may require moisture adjustments or other suitable remedial activities in order to achieve the
required compaction.
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been recently
subjected to precipitation. All wet or frozen soils should be removed prior to the continuation of site
grading and fill placement. Borrow fill materials, if required, should not contain excessively wet or
frozen materials at the time of placement. Additionally, if grading operations occur during the winter
months, all frost -heaved soils should be removed prior to placement of engineered fill, granular sub -base
materials, foundation or slab concrete, and asphalt pavement materials.
8

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
If problems are encountered during the site grading operations, or if the actual site conditions differ from
those encountered during our subsurface exploration, the geotechnical engineer should be notified
immediately.
5.3 Pavement Design Considerations
For the design and construction of apron expansions, the subgrades should be prepared in strict
accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill Placement'
sections of this report. An important consideration with the design and construction of pavements is
surface and subsurface drainage. Where standing water develops, either on the pavement surface or
within the base course layer, softening of the subgrade and other problems related to the deterioration of
the pavement can be expected. Furthermore, good drainage should minimize the possibility of the
subgrade materials becoming saturated during the normal service period of the pavement.
In the apron expansion areas, an average California Bearing Ratio (CBR) of 12 could be used for
pavement design for on -site soil compacted to 100% of the maximum dry density determined in
accordance with ASTM Specification D-698, standard Proctor method under saturated conditions.
The modulus of subgrade reaction (ks) of 150 pci is appropriate for design provided that upper 18 inches
of the slab subgrade soils have been uniformly compacted to at least 98 percent of their standard Proctor
maximum dry density.
Based on the CBR value, a heavy duty rigid (concrete) pavement section should consist of at least 10
inches of concrete slab supported on 6 inches of ABC stone. The concrete should have a minimum
compressive strength of 4,000 psi and a minimum flexural strength of 650 psi at 28 days and should be
provided with proper and adequate joints. Concrete pavements should be properly jointed and reinforced
as needed to help reduce the potential for cracking and to permit proper load transfer.
Regardless of the section and type of construction utilized, saturation of the subgrade materials and
pavement areas results in a softening of the subgrade material and shortened life span for the pavement.
Therefore, we recommend that both the surface and subsurface materials for the pavement be properly
graded to enhance surface and subgrade drainage. By quickly removing surface and subsurface water,
softening of the subgrade can be reduced and the performance of the parking area can be improved. Site
preparation for the apron expansion areas should be in accordance with sections 5.1 and 5.2 of this
report.
5.4 Site Drainaee
Positive drainage should be provided around the perimeter of the apron to minimize the potential for
moisture infiltration into the subgrade soils. We recommend that landscaped areas adjacent to these
apron be sloped away from the construction and maintain a fall of at least 6 inches for the first 10 feet
outward from the apron.
0

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
The proper diversion of surface water during site grading and construction will help reduce the potential
for delays associated with periods of inclement weather. The proper diversion of surface water is
especially critical since portions of the site soils are expected to be moisture sensitive. Based upon our
past experience, the use of "crowning" large areas of exposed soils should be useful to help divert surface
water from the prepared subgrades.
5.5 Construction Considerations
Exposure to the environment may weaken the subgrade soils exposed during periods of inclement
weather. Therefore, pavement concrete should be placed the same day that proper excavation is achieved
and the subgrade is verified. If the subgrade soils are softened by surface water absorption or exposure to
the environment, the softened soils must be removed immediately prior to placement of concrete.
It is imperative to maintain good site drainage during earthwork operations to help maintain the integrity
of the surface soils. The surface of the site should be kept properly graded to enhance drainage of
surface water away from the proposed construction areas during the earthwork phase of this project. We
reconnnend that surface drainage be diverted away from the proposed building and pavements areas
without significantly interrupting its flow. Other practices would involve sealing the exposed soils daily
with a smooth -drum roller at the end of the day's work to reduce the potential for infiltration of surface
water into the exposed soils.
The key to minimizing disturbance problems with the soils is to have proper control of the earthwork
operations. Specifically, it should be the earthwork contractor's responsibility to maintain the site soils
within a workable moisture content range to obtain the required in -place density and maintain a stable
subgrade. Scarifying and drying operations should be included in the contractor's price and not be
considered an extra to the contract. hi addition, construction equipment cannot be permitted to randomly
run across the site, especially once the desired final grades have been established. Construction
equipment should be limited to designated lanes and areas, especially during wet periods to minimize
disturbance of the site subgrades. It will likely be necessary to utilize tracked equipment during grading
operations particularly if the subgrade soils exhibit elevated moisture conditions.
fv

Report of Subsurface Exploration and Geotechnical Engineering Analysis
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No.: 22.13845
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. The general subsurface
conditions utilized in our evaluations have been based on interpolation of subsurface data between the
borings. If the project information provided to us is changed, please contact us so that our
recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of
any site or subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our evaluation. The assessment of site environmental conditions
for the presence of pollutants in the soil and groundwater of the site was beyond the scope of this
geotechnical exploration.

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P615 NEW RIVER APRON EXPANSION
MICAS NEW RIVER
JACKSONVILLE, NORTH CAROLINA
Ced'L�Td. �44I+i'+ l/3�2r 9GeZ: C5T i
ONSLOW COUNTY
V - l �'•.- L-0�qC ^4u i'2: _7 tS. v G OL f c'GJ� !' c ;
r PROJECT NO. 22-13845
DRAWN BY/DATE
WEG/5-7-08
_ n;,r .* �`�•', CHECKED BY/DATE
FILENAME: SITEMAP

m
S❑IL CLASSIFICATI❑N LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
FILL -FILL (POSS/PROB) SM -SILTY SAND ® CH -HIGH PLASTICITY CLAY TOPSOIL .`�t' IGNEOUS 0 WATER LEVEL SYMBOL
OF ALL TYPES, _
GW - WELL GRADED GRAVEL SP -POORLY GRADED SAND OH -HIGH PLASTICITY ORGANIC SILTS AND CLAYS ® ASPHALT 7-/ METAMORPHIC ® WATER LEVEL - BEFORE CASING REMOVAL O V
GM - SILTY GRAVEL SC - CLAYEY SAND OL - LOW PLASTICITY ORGANIC SILTS AND CLAY GRAVEL ® SEDIMENTARY V WATER LEVEL - AFTER CASING REMOVAL
GP -POORLY GRADED GRAVEL ® ML -LOW PLASTICITY SILT PT - PEAT CONCRETE CONCRETE Q_ WATER LEVEL - AFTER 24 HOURS t
im
GC -CLAYEY GRAVEL ® CL -LOW PLASTICITY CLAY ❑ VOID W og Z
Z Z d
SW - WELL GRADED SAND ® MH - HIGH PLASTICITY SILT Lq
Y / o O
r � y
Y
La
N
Q
Z
H
J
tt
Q
U
B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 B-10 B-11 B-12
I I I I I I I I I I I I
Q 16 N
� � IS CL13 .6 7 SM 7 SM . q . 7 ..� � 30 . 8 16 .q 0 ui
12 14 15 CL 9 [ SM7 7 8 11 SM 11 SM11 13 SM 8SP 0
8SM Q 9 .. CH 16 3 CL �_ 10 CL !77 CL Q 5 SC 12 0 12 CL 0 8 CL C7 3 r7 SP-SM W- - SM - CL-ML— SM = CH — — SP-SM— SC — = PT = 7 SP 0 20 4 _
W EOB @ 5.5' EOB @ 5.5' EOB @ 5.5' EOB @ 5.5' 6 EOB @ 5.5' EOB @ 5.5' EOB @ 5.5' 4 '>. SP-SM EOB @ 5.5'
Sp Q 17 :;_:. SP 16 SP 8 ., 12 _ LL.
SM
EOB @ 10.0' EOB @ 10,0' EOB @ 10.0' EOB @ 10.0' d
NOTES
1. NUMBERS NEXT TO BORINGS REPRESENT
STANDARD PENETRATION TEST
RESISTANCE IN BLOWS PER FOOT
(ASTM D1586)
2. HORIZONTAL DISTANCES NOT TO SCALE
3. VERTICAL DISTANCES NOT TO SCALE ECS REVISIONS
ENGINEER I DRAFTING
f WEG
SCALE
See Note
PROJECT NO.
22-13845
SHEET
2of2
DATE 05/07/08

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division
Group Symbol
Typical Names
Classification Criteria
GW
Well -graded gravels and gravel-
Ce = D60/DIO Greater than 4
sand mixtures, little or no fines
$
Cr = (D30)2/(D,dxD60) Between I and 3
0 5y
ZGP
Poorly graded gravels and gravel-
Not meeting both criteria for GW
u g
sand mixtures, little or no fines o
ti Ivi, .y o
o
U A '9
GM
Silty gravels, gravel -sand -silt
c of
Atterberg limits plot below "A" line or
z P
mixtures H
0 0 'c
plasticity index less than 4
y 0
0
c
GC
Clayey gravels, gravel -sand -clay o
Atterberg limits plot above "A" line
C-o
mixtures
and plasticity index greater than 7
o
SW
Well -graded sands and gravelly 0 oy
Cu = D60/D10 Greater than 6
0
sands, little or no fines eo_ o A oo
Ce— (D30)1/(DlOxD60) Between I and 3
0
U n
0 ^
u v
Q o
`� z
z°
SP
Poorly graded sands and gravelly
z
Not meeting both criteria for SW
rsands,
little or no fines a °'
o
N❑
A a
U N a
H
Atterberg limits plot below "A" line or
0
SM
Silty sands, sand -silt mixtures z $ g
plasticity index less than 4
0
i
SC
Clayey sands, sand -clay mixtures Qo N
Atterberg limits plot above "A" line
and plasticity index greater than 7
8
ML
Inorganic silts, very fine sands, Note:U-linerepreents apoonatte upparlimil of LL and PI mmbineeions
'—
rock flour, silty or clayey fine
f°r natural
mfa(eopueodly dnermived). ASTM.D2487.
o
sands a0
N
O
z'
T u
CL
ro
Inorganic clays of low to medium
"IP' INI:
plasticity, gravelly clays, sandy a ao
-.-LINE
Q c
clays, silty clays, lean clays w
a '^
c
tC
OL
Organic silts and organic silty <o
¢N o, oN
$
clays of low plasticity r
MN u. DN
5�
MH
Inorganic silts, micaceous or
cLe,OL
diatomaceous fine sands or silts, m
c,
U .E c
elastic silts 10
A
CH
Inorganic clays of high plasticitiy, o
MLaOL
fat clays °
1° '"
°° Io w w . . w ,00 do
y
LIQUID LIMIT, ILL
OH
Organic clays of medium to high Plasticity chart
for the classification of fine-grained soils.
plasticity
Tests made on faction finer than No. 40 sieve
Highly
organic soils
Pt
Peat, muck and other highly
Fibrous organic matter, will
organic soils
char, burn, or glow
UNIFIED SOIL
EVS
CLASSIFICATION
SYSTEM
C4�gG"3 oOL�O Z_Ao
MAY 2006
Ecs c utounAS, UP

Reference Notes for Boring Logs
I. Drilling and Sampling Symbols:
SS - Split Spoon Sampler RB - Rock Bit Drilling
ST - Shelby Tube Sampler BS - Bulk Sample of Cuttings
RC - Rock Core: NX, BX, AX PA - Power Auger (no sample)
PM - Pressuremeter HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer WS - Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
11. Correlation of Penetration Resistances
to Soil Properties:
Relative Density -Sands, Silts
Consistency
of Cohesive Soils
SPT-N
Relative Density
N-Values
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
34
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more
Very Hard
Ill. Unified Soil Classification Symbols
GP
- Poorly Graded Gravel
ML -
Low Plasticity Silts
GW
- Well Graded Gravel
MH -
High Plasticity Silts
GM
- Silty Gravel
CL -
Low Plasticity Clays
GC
- Clayey Gravels
CH -
High Plasticity Clays
SP
- Poorly Graded Sands
OL -
Low Plasticity Organics
SW
- Well Graded Sands
OH -
High Plasticity Organics
SM
- Silty Sands
CL-ML -
Dual Classification
SC
- Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL - Water Level
BCR -
Before Casing Removal
WS - While Sampling
ACR -
After Casing Removal
WD - While Drilling
WCl -
Wet Cave In
DCI -
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when angering, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

CLIENT
R. Kenneth Weeks, Engineering
PROJECT NAME
JOB # I BORING N SHEET
22-13845 B-1 1 OF 1
ARCHITECT -ENGINEER
�.. --
�LLP
PC
New River P615 Apron Expansion
Rusty Owens, P.E.
CAP2 M
SITE LOCATION
Jacksonville, North Carolina
CALIBRATED PENMOMETER
1 2 TONS3FT 4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT X
ROCK QUALTTY DESIGNATION k RECOVERY
RODX— % — --8
20X-40X-60X-80X-100X
STAND BAR1D0 PENETRATION
d
z
w
c
&
b
�
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION t00
z
0
6
g sFolo
SURFACE ELEVATION
0
m
20 30 40 80+
Medium Dense to Loose, Dark
1
SS
24
2q
Brown to Gray to Brown, Silty,
Fine to Medium SAND, (SM)
16
•
18.4
2
SS
24
24
12 (7-7-5-5)
5
a (4-4-4)
•
a
ss
1e
16
END OF BORING CAP 5.5'
18.5
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
gWL 4'8" WE OR ®
BORING STARTED 03/20/08
T WL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH
yWL
RIG C M E 45 FOREMAN MC
DRILLING METHOD HSA

CLIENT
JOB # BORING # SHEET
R. Kenneth Weeks, Engineering
22-13845 1 B-2 1 of 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
�A®
SITE LOCATION
-O- CALIBRATED PENLNLTI0MMR
Jacksonville, North Carolina
1 2 3 4 5+
PLASTIC WATER LIQUID
LDAT % CONTENT X L10T %
a
DESCRIPTION OF MATERIAL ENGLISH UNITS
�
ROCK QUALITY DESIGNATION &RECOVERY
z
F
BOTTOM OF CASING LOSS OF CIRCULATION too
0
p
ROD%— — — REC.%
20X-409-60X-80%100X
go
® STANDARD PENETRATION
BI.OWS,
SURFACE ELEVATION
O
aaaiii
a4i
10 20 30 40 50+
Stiff, Brown, Sandy CLAY, (CL)
j815 1
1
SS
24
24
4 (-7-e-B) :
Stiff, Brown, Sandy CLAY, (CH)
2
SS
24
24
1 14 (5-6-6-7)
86 36;6 :58
Loose, Brown, Silty, Fine to
5
3
SS
24
24
Medium SAND, (SM)
9 (3-4-5-5)
9;0
Medium Dense, Light Gray, Fine
4
SS
24
24
to Medium SAND, (Sp)
20 (e-7o-ID-11)
5
SS
24
24
17 (6-6-9-11)
1
24.3
END OF BORING ® 10.0'
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL 4'6" WS OR ®
BORING STARTED 03/20/08
TWL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH O
yWL
RIG CME-45 FOREMAN MW
DRILLING METHOD HSA

CLIENT
70//
BORING N
SHE ET
R. Kenneth Weeks, Engineering
2 2-13845
8-3
1 DF 1
LCSLLP
PROJECT NAME
ARCHITECT -ENGINEER
New River P615 Apron Expansion
Rusty Owens, P.E.
CAF2®
SITE LOCATION
-0- CALIBRATION INETIJOMETER
Jacksonville, North Carolina
I 2 3 4 6+
PLASTIC WATER LIQUID
LIMIT X CONTENT R LIMIT R
f✓
w
b
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY
z
F
BOTTOM OF CASING LOSS OF CIRCULATION 100
z
0
RQDX— — — REC.X
c
p
s
209-40X-60%-80%-100%
SURFACE ELEVATION
S
® STAND BARLDWE� rtoN
0
l0 20 30 40 50+
Stiff, Brown to Grayish Brown,
020.
1
SS
24
24
Sandy CLAY, (CL)
1 e)
X_—=-
17: 40
2
SS
24
24
da;
15 (6-7-8-9)
iF-0--=--A
5g
27.4 48
(T-B-B)
3
SS
18
18
Very Stiff, Grayish Brown,
Sandy Silty CLAY, (CH—ML)
7
END OF BORING CAD 5.5'
18 25
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
WL 4'7" WS OR ®
BORING STARTED 03/20/08
TWL(BCR) TWL.(ACR)
BORING COLLETED 03 2O 08
CAVE IN DEPTH 0
YWL
RIG CME 45 FOREMAN MC
DRO.LING METHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB N
22-13845
BORING #
1 B-4
SHEET
1 of 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
SITE LOCATION
Jacksonville, North Carolina
-0- CALIBRATED PENMOMETER
TONS/FT.
1 2 3 4 5+
PLASTIC WATER LIQUID
LBOT X CONTENT X LWT %
ROCK QUALITY DESIGNATION & RECOVERY
—
20%-4X-40%-60X-80X-100X
STANDARD PENETRATION
BLOWS/FT.
C5
pw
F
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING .- LOSS OF CIRCULATION 10D
9
z
0
g <
� Fa
SURFACE ELEVATION
0
10 20 30 40 50+
1
SS
24
24
Loose, Dark Brown, Silty Fine
to Medium SAND, (SM)
6 (2-2-4-4)
2
SS
24
24
17.5
9 ('-4-5-6)
Stiff, _0rangish Brown, Sandy
CLAY, (CL)
5
3
SS
24
24
3 (1-1-2-1)
Very Loose, Light Gray, Silty,
Fine to Medium SAND, (SM)
4
SS
24
24
4: (I-2-2-3)
25.0
16 (6-6-e-15)
Very Loose to Medium Dense,
Tan, Fine to Medium SAND, (SP)
5
SS
24
24
i
END OF BORING ® 10.0'
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
gWL 4'2" WS OR ®
Somr sTARTED 03/20/08
TWL(BCR) TWL(ACR)
BORING COMPLETED 03 2O 08
CAVE IN DEPTH 6
AWL
RIG CME-45 FOREMAN MW
DRDdAG METHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB p
22-13845
BORING #
B-5
SHEET
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
�As
SITE LOCATION
Jacksonville, North Carolina
-0- CAMRATED PENETROMETER
1 2 TONS/FT.B 4 5+
PLAS77C WATER LIQUID
LIMIT X CONTENT X LDHT X
ROCK QUALITY DESIGNATION k RECOVERY
ROD%— — — REC.X
209-40X-60X-80X-100
® STANDARD P RATION
10 20 SO 40 50+
£
I„
d
pw..
p
�jBOTTOM
DESCRIPTION OF MATERIAL ENGLISH UNITS
OF CASING �- LOSS OF CIltCULATION 100
9
z
Ei
SURFACE ELEVATION
O
1
SS
24
24
Loose, Dark Brown, Silty, Fine
to Medium SAND, (SM)
7 (2-3-4-4)
•
2
SS
24
24
Firm to Stiff, Orangish Brown
to Grayish Brown, Sandy CLAY,
(CL) _
5
15.5:
7 (s s-s s)
15 �26 9, 35
1p (5 5 5
X_:�
3
SS
18
18
END OF BORING @ 5.5'
1Q 25
17.1
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7WL 4' 1 " WS OR ®
BORING STARTED 03/20/08
T WL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH 0
YWL
RIG C ME 45 FOREMAN M C
DRIJ.ING METHOD HSA

CLIENT
JOB #
BORING #
SHEET
R. Kenneth Weeks, Engineering
22-13845
1 B-6
1 OF 1
PROJECT NAME
ARCHITECT—ENGINEERNew
FE!
River P615 Apron Expansion
Rusty Owens, P.E.
SITE LOCATION
-O- CALIBRATED PENETIoMETER
Jacksonville, North Carolina
1 2 TONS3FT. 4 6+
PLASTIC WATER LIQUID
T R CONTENT R IAAT X
E
a
DESCRIPTION OF MATERIAL ENGLISH UNITS
pw��
p
�
ROCK QUALITY DESIGNATION & RECOVERY
d
z
F
a
a.
BOTTOM OF CASING [ASS OF CIRCULATION too
z
0
RODX— — — REC.X
a
F
s
<
R E3
20%40%-60X-80X-100%
® STANDARD PENETRATION
B�
SURFACE ELEVATION
0
10 20 so40 60+
Loose, Dark Brown, Silty, Fine
1
SS
24
24
to Medium SAND, (SM)
7
21.3
7 (3-2-5-5)
2
SS
24
24
Firm, Gra Ish Brown, Sandy
CLAY, (CL�
5
7 (319N) 272 41
3
SS
18
18
Firm, Grayish Brown, Sandy
CLAY, (CH)
x- —-
19 59
END OF BORING ® 5.5'
32.6
1
15
20
25
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
WL 4'4" WS OR ®
BORING STARTED 03/20/08
WL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH 0
gWL
RIG CME 45 FOREMAN MC
DRILLING METHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB #
22-13845
BORING #
B-7
SHEET
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
SITE LOCATION
Jacksonville, North Carolina
-0- CAL03RATEDN ENMOMETTER
1 2 3 4 6+
PLASTIC WATER LIQUID
LOFT X CONTENT X LOOT X
ROCK QUALITY DESIGNATION & RECOVERY
ROD%— — — REC.X
20X-40X-60%80X-100X
STANDARD PENETRATION
BLOWs/Ff.
o
z
w
a
. _
DESCRIPTION OF MATERIAL. ENGLISH UNITS
BOTTOM OF CASING W- LASS OF CIRCULATION 100
z
®®
R ®
�Flo
SURFACE ELEVATION
0
20 30 40 60+
1
SS
24
24
Loose, Light Gray, Clayey, Fine
to Medium SAND, (SC)
9-5-,-4
( )
•
2
SS
24
24
16.4:
g (4-4-r4)
3
SS
24
24
5
5 (2-3-2-3)
4
SS
24
24
6 (3-3-3-3)
32.1
5
SS
24
24
Loose, Tan, Fine to Medium
SAND, (SP)
1
END OF BORING ® 10.0'
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
�WL 4 0 Ws OR ®
BORING STARTED 03/20/08
TWL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH
TWL
RIG CME-45 FOREMAN MW
DRILLING METHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
SOB #
22-13845
BORING #
1 8-8
SHEET
1 OF 1TIr
PROJECT NAME
ARCHITECT-ENGINEERNew
River P615 Apron Expansion
Rusty Owens, P.E.
®
SITE LOCATION
Jacksonville, North Carolina
-0- CALIBRATED PENETROMETER
1 2 TON33 FT B 4 6+
PLASTIC WATER LIQUID
LIMIT X CONTENT R LAOT X
ROCK QUALITY DESIGNATION h RECOVERY
RQDX— — — REC.X
20X-40%-60%-80X-100
® STANDARD PENETRATION
BLOWS/FT.
Fi
d
z
o
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING &— LASS OF CIRCULATION 100
z
<
�
SURFACE ELEVATION
0
10 20 90 40 60+
1
SS
24
24
Loose to Medium Dense, Brown,
Silty, Fine to Medium SAND,
(SM)
14.0
2
SS
24
24
11 (3-6-6-8);
5
a
12 (4-5-7)
0.
18.4
3
SS
18
18
Medium Dense, Tan, Slightly
Silty, Fine to Medium SAND,
(Sp—SM)
END OF BORING ® 5.5'
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YWL- 4' 1 " WS OR ®
BORING STARTED 03/20/08
TWL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH b
AWL
RIG CME 45 FOREMAN MC
DRILLING 1[ETHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB #
22-13845
BORING #
B-9
SHEET
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLIP
New River P615 Apron Expansion
Rusty Owens, P.E.
SITE LOCATION
Jacksonville, North Carolina
-0- CALIDRA �N9/E ROMETER
I 2 3 4 6+
PLASTIC WATER LIQUID
LOOT X CONTENT X LIMIT X
ROCK QUALITY DESIGNATION & RECOVERY
0%-4 — — —8
20X-40X-60X-80X-100%
STANDARD PENETRATION
BLOWS/FT.
Li
z
O
DESCRIPTION OF MATERIAL. ENG11SH UNITS
BOTTOM OF CASING &— LOSS OF CIRCULATION I00
E
6
6i®
R F�
�Flo
SURFACE ELEVATION
0
V
a
20 30 40 60+
1
SS
24
24
Loose, Dark Brown, Silty, Fine
to Medium SAND, (SM)
10 (3 s s s)
1017.s s
—
2
SS
24
24
Stiff, Grayish Brown, Sandy
CLAY, (CL)
3
SS
18
18
Medium Dense, Light Gray,
Clayey, Fine to Medium SAND,
5
1q 2
12 (s-7-s> 9
(SC)
END OF BORING ® 5.5'
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
'ILL 4'3" WS OR ®
BORING STARTED 03/20/08
TWL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH
YWL
RIG CME-45 FOREMAN
DRILLING METHOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB #
22-13845
I BORING #
B-10
SHEET
1 OF 1
PROJECT NAME
ARCHITECT —ENGINEER
tQsLLP
New River P615 Apron Expansion
Rusty Owens, P.E.
� a,®
SITE LOCATION
Jacksonville, North Carolina
-0- CALIBRATED PENMOMETER
1 2 TONs3FT. 4 6+
PLASTIC WATER LIQUID
LOOT % CONTENT X LIMIT X
61
ROCK QUALITY DESIGNATION & RECOVERY
RQD%— — — REC.X
20X-40%-60X-80X-100X
® STANDARD PENETRATION
BLOWS/FT.
10 20 30 40 50+
z
W
o
f'at
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 100
9
z
0
6
s
SURFACE ELEVATION
0
1
SS
24
2q
Firm and Stiff, Dark Brown,
Sandy CLAY, (CL)
014.3
8 (1-3-5-6)
>(
15 28
2
SS
24
24
11 (5-6-6-6)
5
018.5
81547i-4)
x- -
3
SS
18
18
END OF BORING CAD 5.5'
15 29
27.1
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
Yn 4'3" WS OR ®
BORING STARTED 03/20/08
7 WL(BCR) TWL(ACR)
BORING COMPLETED 03 20 08
CAVE IN DEPTH
T WL
RIG C M E 45 FOREMAN MC
DFUI ING 1C1'HOD HSA

CLIENT
R. Kenneth Weeks, Engineering
JOB #
22-13845
BORING #
1 B-11
SHEET
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
SITE LOCATION
Jacksonville, North Carolina
-0- CALIBRATED PENETROAISTER
1 2 T°NS3 `'Z 4 6+
PLASTIC WATER LIQUID
LIMIT % CONTENT % LIMIT %
x
ROCK QUALITY DESIGNATION & RECOVERY
RODX— — — REC.X
20%-40%-60%-80% 100X
STANDARD
® PENETRATION
BLAWS/FT.
10 20 90 40 60+
£
v
F�sdc
"
z
ppp.I.
F
&
m
raj+
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING �- LOSS OF CIRCULATION 100
©
SURFACE ELEVATION
0
1
SS
24
24
Medium Dense, Grayish Brown,
Silty, Fine to Medium SAND,
016 (2-6-10-9)
(SM)
2
SS
24
24
13 (7-7-6-6)
5
11.2
3 :(4-2-1-1)
3
SS
24
24
Loose, Black, PEAT (PT)
Very Loose, Dark Brown,
4
SS
24
24
Slightly Silty, Fine to Medium
SAND, (SP-SM) with Cemented
4: (21-1-3
1
Sand
22•4
12 (6-6-6-5)
20.6
5
SS
24
24
Medium Dense, Black, Silty Fine
to Medium SAND, (SM)
END OF BORING ® 10.0'
15
20
25
30
—I—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VWL 4' 1 " WE OR ®
BORING STARTED 03/20/08
TWL(BCR) ;WL(ACR)
BORING COMPLETED 03 2O 08
CAVE IN DEPTH 0
TWL
RIG CME-45 FOREMAN MW
DRDIING METHOD HSA

CLIENT
LOB #
BORING #
SHEET
R. Kenneth Weeks, Engineering
22-13845
B-12
1. OF 1
PROJECT NAME
ARCHITECT —ENGINEER
�LLP
New River P615 Apron Expansion
Rusty Owens, P.E.
GAP2
SITE LOCATION
-0- CALIBRATED PENETROMETER
TON53FT B
Jacksonville, North Carolina
1 2 4 6+
PLASTIC WATER LIQUID
LOOT X CONTENT X LWT X
X_-------- A
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK DESIGNATION k RECOVERY
w
�
QUALITY
z
BOTTOM OF CASING. —LOSS OF CIRCULATION 100
z
ROD%— — — REC.X
s
20%-40%-60%-80%-1 DO%
SURFACE ELEVATION
rd.
R
® STANDARD PENETRATION
BLOWS/FT.
0
10 20 90 40 50+
Loose, Tan, Fine to Medium
1
SS
24
24
SAND, (SP)
9 (2-3-6-7)
SP
8
Loose, Orongish Brown, Slightly
2
SS
24
24
Silty, Fine to Medium SAND,
8 (6 $ 3-4)
(SP—SM)
5
3
SS
18
18
T (33 a)
Loose, Orongish Brown, Fine to
Medium SAND, (SP)
END OF BORING ® 5.5'
1
15
20
25
30
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
WL 4'2" WS OR ®
BORING STARTED 03/20/08
YWL(BCR) TW14ACR)
BORING COMPLETED 03 2O 08
CAVE IN DEPTH
yWL
RIG CME-45 FOREM"N MW
DRD.LING METHOD HSA

Location
B-13
Infiltration Evaluation
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No. 22.13845
May 7, 2008
0-6" Black Silty SAND
6-28" Brown/Orange Sandy CLAY
28-60" Grayish Orange Sandy CLAY
60-72" Gray Silty SAND
72-120" Light Gray Fine SAND
Seasonal High Water Table was estimated to be at 28 inches below the existing
grade elevation. The ground water table was encountered at approximately 55
inches below the existing grade elevation. The infiltration test was performed at a
depth of 10 inches below grade. At that depth, the infiltration rate was 0.0 inches
per hour (0.00 in/min).
Location
B-14
0-12"
Black Silty SAND
12-24"
Tan/Orange Sandy CLAY
24-50"
Gray Sandy CLAY
50-70"
Gray Silty SAND
70-120"
Light Gray Fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation. The ground water table was encountered at approximately 50
inches below the existing grade elevation. The infiltration test was performed at a
depth of 10 inches below grade. At that depth, the infiltration rate was 0.0 inches
per hour (0.00 in/min).

Location
B-15
Infiltration Evaluation
P615 New River Apron Expansion
Jacksonville, North Carolina
ECS Project No. 22.13845
May 7, 2008
0-12" Black Silty SAND
12-60" Gray Sandy CLAY
60-80" Gray/Orange Silty SAND
80-120" Gray Fine to Medium SAND
Seasonal HighWaterTable was estimated to be at 24 inches below the existing
grade elevation. The ground water table was encountered at approximately 50
inches below the existing grade elevation. The infiltration test was performed at a
depth of 10 inches below grade. At that depth, the infiltration rate was 0.0 inches
per hour (0.00 in/min).
Location
B-16
0-24"
Black Sandy SILT
24-50"
Black Silty SAND
50-60"
Gray Silty SAND
60-80"
Peat
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation. The ground water table was encountered at approximately 50
inches below the existing grade elevation. The infiltration test was performed at a
depth of 10 inches below grade. At that depth, the infiltration rate was 0.0 inches
per hour (0.00 in/min).

Project Number:
Project Name:
22 - 13845
P615 New River Apron Expansion
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: WEG
Principal Engineer: WMs
Date: May 12, 2008
Summary By: WEG
Boring
Number
Sample
Number
Depth
(feet)
Moisture
Content
USCS
Liquid
Limit
Plastic
Limit
Plasticity
Index
Percent
Passing
No.200
Sieve
Compaction
CBR
Value
Other
Maximum
Density
c
Optimum
Moisture
B-1
S-1
0.0-2.0
18.4
SM
35.2
B-1
S-3
4.0-5.5
18.5
SM
24.3
B-1
Bulk
0.0-4.0
SM
118.4
12.7
23.4
B-2
S-1
0.0-2.0
16.2
CL
37
18
19
B-2
S-2
2.0-4.0
38.6
CH
58
26
32
B-2
S-3
4.0-6.0
19.0
SC
18.9
B-2
S-5
8.0-10.0
24.3
SP
2.9
B-2
Bulk
0.0-4.0
CL
115.4
14.3
1 23.0
B-3
S-1
0.0-2.0
20.2
CL
40
17
23
B-3
S-2
2.0-4.0
27.4
CL
48
20
28
B-3
S-3
4.0-5.5
19.7
CL-ML
25
18
7
_
B-3
Bulk
0.0-4.0
CL
104.6
19.9
7.9
B-4
S-1
0.0-2.0
17.5
SM
27.5
B-4
S-4
6.0-8.0
25.0
SP
3.1
B-4
Bulk
4.0-6.0
SM
116.9
12.9
12.2
B-5E
S-1
0.0-2.0
15.5
SM
B-5
S-2
2.0-4.0
20.9
CL
35
15
20
B-5
S-3
4.0-5.5
17.1
CL
25
15
10
4.6
B-5
Bulk
0.0-4.0
SM
114.8
13.9
1.9
Summary Key:
SA = See Attached
S = Standard Proctor
M= Modified Proctor
OC = Organic Content
Hyd = Hydrometer
Con = Consolidation
DS = Direct Shear
GS = Specific Gravity
UCS = Unconfined Compression Soil
UCR = Unconfined Compression Rock
LS = Lime Stabilization
CS = Cement Staibilization

Project Number:
Project Name:
22 - 13845
P615 New River Apron Expansion
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: WEG
Principal Engineer: wMS
Date: May 12, 2008
Summary By: WEG
Boring
Number
Sample
Number
Depth
(feet)
Moisture
Content
USCS
Liquid
Limit
Plastic
Limit
Plasticity
Index
Percent
Passing
No.200
Sieve
Compaction
CBR
Value
Other
Maximum
Density
c
Optimum
Moisture
B-6
S-1
0.0-2.0
21.3
SM
35.2
B-6
S-2
2.0-4.0
27.2
CL
41
19
22
24.3
B-6
S-3
4.0-5.5
32.6
CH
59
19
40
B-6
Bulk
0.0-4.0
SM
115.1
13.0
12.5
B-7
S-1
0.0-2.0
16.4
Sc
34.2
B-7
S-4
6.0-8.0
32.1
SC
46.3
B-7
Bulk
0.0-4.0
SC
118.7
11.6
17.9
B-8
S-1
0.0-2.0
14.0
SM
24.9
B-8
S-3
4.0-5.5
18.4
SP-SM
8.9
B-8
Bulk
0.0-4.0
SM
117.1
13.4
5.8
B-9
S-3
4.0-5.5
17.8
CL
29
17
12
B-9
Bulk
0.0-4.0
SC
117.7
12.7
19.2
B-10
S-1
0.0-2.0
14.3
CL
28
15
13
B-10
S-2
2.0-4.0
18.5
CL
30
15
15
B-10
S-3
4.0-6.0
27.1
CL
29
15
14
Bulk
0.0-4.0
CL
110.9
16.1
4.5
S-2
2.0-4.0
11.2
SM
19.6
M
S-4
6.0-8.0
22.4
SP-SM
10
B101S-5
8.0-10.0
20.5
SM
123
Bulk
0.0-4.0
SM
119.6
12.3
3.8
Summary Key:
SA = See Attached Hyd = Hydrometer UCS = Unconfined Compression Soil
S = Standard Proctor Con = Consolidation UCR = Unconfined Compression Rock
M= Modified Proctor DS = Direct Shear LS = Lime Stabilization
OC = Organic Content GS = Specific Gravity CS = Cement Stabilization

Project Number:
Project Name
22 - 13845
P615 New River Apron Expansion
ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Engineer: WEG
Principal Engineer: wMs
Date: May 7, 2008
Summary By: WEG
Summary Key:
SA = See Attached Hyd = Hydrometer UCS = Unconfined Compression Soil
S = Standard Proctor Con = Consolidation UCR = Unconfined Compression Rock
M= Modified Proctor DS = Direct Shear LS = Lime Stabilization
OC = Organic Content GS = Specific Gravity CS = Cement Staibilization

all
80
70
WE
e- 40
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
0-]01
4
11,
00. 10. 1. Grain Size (mm) .1 .01 00
Sample description: Dark Brown, Silty Sand LL = Job Name: New River P615 Apron
Sample No.: S-1 Cu = Indeterminam PI = Sample Location: B-1
U. S. C. S. Classification: Cc = Indeterminant
Moisture = 18.4 Sample Depth: 0-2

e
CI
80
70
30
20
10
0
Grain Size Analysis
U S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
t
1
10.
Sample description: Brownish Gray, Silty Sand
Sample No.: S-3
U. S. C. S. Classification: SM
1. Grain Size
Cu = Indeterminant
Cc = Indeterminant
LL = Job Name: New River P615 Apron
PI = Sample Location: B-1
Moisture = 18.5 Sample Depth: 4-5.5
.001

Grain Size Analysis
o U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
K
c
100
90
80
70
,.1
30
20
10
1
M
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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10.
Sample description: Light Gray, Poorly Graded Sand
Sample No.: S-5 Cu = 1.6
U. S. C. S. Classification: SP Cc = 1.0
Grain Size (mm) .1 .01
SAND I SILT and CLAY
LL = Job Name: New River P615 Apron
PI = Sample Location: B-2
Moisture= 24.3 Sample Depth: 8-10

100
90
80
70
, o,
"- 40
30
20
10
0
100.
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" 94 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
HvdrometerData 04/21/2008
IU
M11",
10.
Grain Size (mm) .1
.01
Sample description: Brown to Dark Brown, Silty Sand LL = Job Name: New River P615 Apron
Sample No.: S-1 Cu = Indetenninant PI = Sample Location: B4
U. S. C. S. Classification: SM Cc = Indeterminant Moisture = 17.5 Sample Depth: 0-2

a
80
70
30
20
10
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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hi
Sample description: Light Gray Sand
Sample No.: S4
U. S. C. S. Classification: SP
1. Grain Size
Cu = 1.6
Cc= 1.0
LL =
PI =
Moisture = 25.0
Job Name: New River P615 Apron
Sample Location: B-4
Sample Depth: 6-8
1

co
m
70
-�
5
50
m
U
a
40
30
20
10
0
Grain Size Analysis
U S. Standard Sieve Sizes I
111 3/4" 3/8" 44 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
1
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IIIIII
�III
IIIIII
1IIII
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00. 10. 1. Grain Size (mm) 1 .01 .001
Sample description: Light Gray; Clayey Sand LL = Job Name: New River P615 Apron
Sample No.: S-1 Cu = Indeterminant P1= Sample Location: B-7
U. S. C. S. Classification: SC Cc = Indeterminant Moisture = 16.4 Sample Depth: 0-2

M
80
70
•�
V
a- 40
30
20
10
1
1
Sample description: Light Gray, Clayey Sand
Sample No.: S4
U. S. C. S. Classification: SC
Grain Size Analysis
U.S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
NM
Yti
1. Grain Size (mm) ,I .01
LL = Job Name: New River P615 Apron
Cu — Indeterminant pI = Sample Location: B-7
Cc = Indeterminant Moisture = 32.1 Sample Depth: 6-8

W,
80
70
rac
y
C 50
v
U
y
Y 40
30
20
10
1
11
Sample description: Brown; Silty Sand
Sample No.: S-1
U. S. C. S. Classification: SM
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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1. Grain Size
Cu = Indeterminant
Cc = Indetetminant
LL =
PI =
Moisture= 14.0
.01 .001
Job Name: New River P615 Apron
Sample Location: B-8
Sample Depth: 0-2

all
80
70
:11
e
5
4 50
d
40
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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i[oa
I. Grain Size
Sample description: Tan, Slightly Silty SAND LL = Job Name: New River P615 Apron
Sample No.: S-3 Cu = 2.8 PI = Sample Location: B-8
U. S. C. S. Classification: SP-SM Cc = 1.4
Moisture = 18.4 Sample Depth: 4-5.5

m
Will
a 40
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
00. 10. 1. Grain Size (mm) .1 .01 .001
Sample description: Grayish Brown, Silty Sand
Sample No.: S-2
U. S. C. S. Classification: SM
LL = Job Name: New River P615 Apron
Cu = Indeterminant PI= Sample Location: B-11
Cc = Indeterminant Moisture = 11.2 Sample Depth: 2-4

80
70
311"
a 40
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
1" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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00. 10. 1. Grain Size (mm) 1 .01 .00
Sample description: Dark Brown, Slightly Silty SAND LL = Job Name: New River P615 Apron
Sample No.: S-4 Cu = Indeterminant PI = Sample Location: B-11
U. S. C. S. Classification: SP-SM Cc = Indeterminant Moisture = 22.4 Sample Depth: 6-8

Grain Size Analysis
0
U. S. Standard Sieve Sizes I
V 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
60
e
y
C
L 50
N
i
40
30
20
10
0
ECS Job No.: 13845
Hydrometer Data 04/21/2008
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100. 10. 1. Grain Size (nun) 1 .01 .00
GRAVEL 1 SAND I SILT and CLAY
Sample description: Black, Silty Sand LL = Job Name: New River P615 Apron
Sample No.: S-5 Cu = Indetetminant PI = Sample Location: B-11
U. S. C. S. Classification: SM Cc = Indeterminant Moisture = 20.5 Sample Depth: 8-10

u
70
E
a. 40
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
I" 3/4" 3/8" 94 #10 #20 #40 #60 #100 #200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
,
,
,
I
;
11
W
I it
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
100. 10. 1. Grain Size (mm) ] .01 .00
GRAVEL I SAND I SILT and CLAY
Sample description: Tan SAND LL = Job Name: New River P615 Apron
Sample No.: S-1 Cu = 2.6 PI = Sample Location: B-12
U. S. C. S. Classification: SP Cc = 1.1 Moisture = 6.9 Sample Depth: 0-2
1

co
80
70
l
30
20
10
0
Grain Size Analysis
U. S. Standard Sieve Sizes I
I" 3/4" 3/8" #4 #10 #20 #40 #60 #100 4200
ECS Job No.: 13845
Hydrometer Data 04/21/2008
�i
I�wII
00. 10. 1. Grain Size (mm) l .01 00
Sample description: Orangisb Brown, Poorly Graded Sand w/ Silt
Sample No.: S-2 Cu = 5.2
U. S. C. S. Classification: SP-SM Cc = 2.0
LL = Job Name: New River P615 Apron
P1= Sample Location: B-12
Moisture = 15.3 Sample Depth: 24

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D-4318
Atterberg Limits Data and Calculation Sheet
.lob name
New River P615 Aron Expansion
I Date
04/21/2008
Job #
13845
1'erformed by
KL
Boring #; Sam le #
B-2, S-I I
Depth
0.0-2.0
Description of 4410 Material
Brown, Sandy Lean CLAY
Natural water content
16.2 %
Plastic Limit
�;
's"•t"
Natural Moisture
k
42.28
104.59
95.89
16.2
<= Plastic Limit
R'z
•, :
Tare #
111
213';
Tare weight
14.56
14.72
Tare+ Wet Soil
23.5
23.12
Tate+ Dry Soil
22.11
21.81
Weight of water
1.31 °°•
"a'y'c,
[T'"'`.,fs
Weight of dry soil
:55`'
`tk 709
Water content
18.4
18.5
18
1 inuid 1 iroit
Tare #
X
Z
5
Tare weight
16.84
16.8
16.88
Tare+ Wet Soil
26.3
26.3
26.97
Tare+ Dry Soil
23.81
23.74
24.19
Number of blows
32
25
17
Weight of water
r 2.4 9i
c-;2 56w...
. _;2 78 1 i :'
R.s- ,1.
Weight of dry soil
-),a6.97'
^"._4'694,:.
Water content
35.7.
36.9.
38.0
Water content at 25 blows
36.8 %
40_.�
Flow Chart
__
39
38
37
36
°35
u
S 34
33
32
31
30
.
10
25 100
Number of Drops
Liquid Limit
Plasticity Chad
60
5o CH or OH
40
9 30/CL
20 IL
0
MH o OH
I � -
I
rOL
0
0 20 40 60 80 100 120
Liquid Lirnit (LL)
Liquid Limit
37
Natural water content
16.2
Plastic Limit
18
Classification of-#40 Sieve Material
CL
Plasticity Index
19
X—

--Mw I LIP.
ASTM D4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
iDate
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-2, S-2 IDepth
12.04.0
Description of 440 Material
Brown Sandy CLAY
Natural water content
38.6
Plasfic. Limit
Tare #
111
213
Tare weight
14.56
14.72
Tare+ Wet Soil
18.91
18.36
Tare+Dry Soil
18.01
17.62Y1i
Weight of water
Weight of dry soil
-S: K3i45 arts'
C4: k2 9'
Water content
26.1
25.5
26
Lianid Limit
Tare #
X
2
5
Tare weight
16.84
16.8
16.88
Tare+ Wet Soil
26.65
25.6
26.56
Tare + Dry Soil
23.09
22.34
22.93
Number of blows
28
23
20
Weight of water
7';-356'c .S"-3:26
'>'363 "'
':y<h,
Wei ht of dry soil
-..'d'6:25r Q:
` Wa5[54'"!L'
:a 605 -x
`A �•: Y�,'3'siL
Water content
57.0
58.8
60.0
Water content at 25 blows
58.1 %
1i , xs' t n
t ' : ' r '.
Flow Chart
65 — T ___ _ _
64 I
63
62
c fi1
e 60
U
58
57
56
55
10 25 too
Number ofnrops
Natural Moisture
26
45.75
108.44
90.98
38.6
;= Plastic Limit
Liquid Limit
Plasticity Chart
60
50 CH or OH
40
L 30
20
MHo OH
10
ML rOL
0
0 20 40 60 8o 100 120
Liquid limit (LL)
Liquid Limit 58 Natural water content 38.6
Plastic Limit 26 Classification of 440 Sieve Material CH
Plasticity Index 32

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D4318
Atterherg Limits Data and Calculation Sheet
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-3, S-I
Depth
0.0-2.0
Description of 440 Material
Orangish Brown, Sandy Lean CLAY
Natural water content
20.2
pl.miC Li,oit
Tat #
212
216
Tare weight
14.6
14.76
Tare+ Wet Soil
21.21
21.15+'fiiT,�.n'r,"a;
Tare + Dry Soil
20.26
20.21'1y"v„"rz'.
Weight of water
?�:"_0.95.,yx
Weight of dry soil%.X!.
Water content
16.8
- 17.2
17
Liquid Limit
Tare #
C
R-7
1
Tare weight
16.92
16.9
16.78
Tare +Wet Soil
26.68
26.53
26.24
Tare+ Dry Soil
23.95
23.74
23.45
Number of blows
31
20
16
Weight of water
Weight of dry soil
Water content
- 38.8
40.8
41.8
Water content at 25 blows
40.0 %
;"3:,, :,Fes;"' -j^= `-!2
Flow Chart
45. --
i
44
i
43
Y 42
e 41
U 40
Y 39
3 38
37
36
35
10 25 100
Number of D u,
Natural Moisture
k
40.98
85.46
77.97
20.2
;= Plastic Limit
<= Liquid Limit
Plasticity Chart
60
50 CH Or OH
40
� 30
x
S 20
10 MH o OH
ML rOL
0
0 20 40 60 00 100 120
Liquid Limit (LL)
Liquid Limit
40
Natural water content
20.2
Plastic Limit
17
Classification of 440 Sieve Material
CL
Plasticity Index
23

r-l+. h'C�1 ItJ
ASTM D-4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
Dale
04/21/2008
Job #
13845
rme
Perfod by
KL
Boring #; Sample #
B-3, S-2
I Depth
12.04.0
Description of -#40 Material
Light Brawn
Natural water content
27.4
Plastic Limit
Tat #
210
212,`,3}�'$'+,?-•'=.s"t.
Tare weight
14.64
14.6
Tate +Wet Soil
22.32
21.59
y,"'1•`S`"h-
Tare+ Dry Soil
21.01
20.43
Weight of water
; .;rz„1r31 +'.�
,,,�T.'J.jl 16
L
Weight of dry soil
c:-ii6i37i'a9"
} `583 •. j
A,-, k
Water content
20.6
19.9
20
Liauid Limit
Tare #
B
E
Tare weight
17.04
16.86
Tare+ Wet Soil
26.53
26.23
Tare + Dry Soil
23.45
23.21
Number of blows
25
26
Weight of water<,;.,�,3:08N.q
4�•"302°r ;,$i'•,iv,r
'—`t,`
4;„is
Weight of dry soil
Water content
48.0
47.6
Calculated Li alLimit
48.0 47.8
Water content at 25 blows
47.9 % •'=-%',��s a"+';r-?,
Plow Chart
45
I
yy
I
43
I
42
41
a 40
u
6 39
3 38
37
36
35 �
10 25 100
Number of Drops
Natural Moisture
M
Plastic Limit
<= Liquid Limit
Plasticity Chart
60 -- --
50 -,'CH'
or OH
L 30
20
MH o OH
I
Md ZLc r 0 L
0
0 20 40 60 80 too 120
Liquid Lin it (LL)
Liquid Limit
48
Natural water content
27.4
Plastic Limit
20
Classification of-#40 Sieve Material
CL
Plasticity Index
28

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D-4318
Atterberg Limits Data and Calculation Sheet
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845I
Performed b
KL
Borin � #; Sample #
B-3, S-3
IDepth
4.0-5.5
Description of -#40 Material
Light Gm , Ontngish Brown, Sandy SiltyCLAY
Natural water content
1 19.7
Plastic Limit
Tare #
I 1 I
213
;: 's`�•„ti
Tare weight
14.57
14.71o,s`Sf
Tare+ Wet Soil
21.76
22.19
;:,i`;'°j.'`-{:«i:fx`
Tare +D1 Soil
20.68
21.07
C.'.LG?PIL`u
Weight of water
Weight of dry soil
ti 6:117,
4636eu�',�',';
� •,+. a'Bz �r"5.+'.
Water content
17.7
17.6
18
Liquid Limit
Tare #
I
R-7
Tare weight
16.78
16.91
Tare+ Wet Soil
28.15
27.52
Tare +D1 Soil
25.89
25.42
Number of blows
27
27
Weight of water
Weight of dry soil
'; ',9:11 '1{'
Water content
24.8
24.7
Calculated Li uid Limit
25.0 24.9
Water contem at 25 blows
_
25.0 %
Flow Chart
45
I
44
I
43
42 '
c 41
40
39
3 38
37
36
35
10 25 100
Nnmbcr of Dlnps
Natural Moisture
27
41.07
69.99
65.24
19.7
Plastic Limit
Liquid Limit
Liquid Limit 25 Natural water content 19.7
Plastic Limit 18 Classification of-#40 Sieve Material CLML
Plasticity Index 7

- A l I F
r -f- -,I It
ASTM D-4318
Atterberg Limits Data and Calculation Sheet
GCS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed by
KL
Borin #; Sample #
B-5, S-2
IDepth
2.0-4.0
Description of 440 Material
Oran 'sh Brown, Sandy Lean CLAY
Natural water content
20.9
Pl.ti, l i.dt
Tare #
210
ZX
''" ""•'�"'+'"'
Tare weight
14.65
14.6
Tare +Wet Soil
22
21.24'_:s�.i=;'
M'
Tare +Dry Soil
21.06
20.39'w�',"`",:';
Weight of water
Weight of dry soil
Water content
14.7.
14.7
15
Liquid Limit
Tare #
E
B
5
Tare weight
16.87
17.04
16.9
Tam+ Wet Soil
27.87
27.78
27.15
Tare+ Dry Soil
25.05
24.94
24.41
Number of blows
29
21
18
Weight of water
"' F2,82
,-;_ ` 2.841;K
'•-.%2 74 '.
Weight of dry soil
Water content
34.5'35.9
-36.5
Water content at 25 blows 1
35.2 %
40
Flow Chart
39
--T-
38
37
E 36
`0 35
V
34
.`,
3 33
}2
31
30
10 25 100
Nwu of Drops
Natural Moisture
26
40.92
90.19
81.66
20.9
Plastic Limit
Liquid Limit
Plasticity Chart
60
50 CH or OH
40
IS
5 30—/CL
i
i 20
to MH o OH
ML rOL
0
0 20 40 60 so 100 120
Liquid C t(LL)
Liquid Limit 35 Natural water content 20.9
Plastic Limit 15 Classification of-#40 Sieve Material CL

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D4318
Atterberg Limits Data and Calculation Sheet
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sam le #
B-5, S-3
IDepth
4.0-5.5
Description of 440 Material
Grayish Brown, Sandy Lean CLAY
Natural water content
17.1 %
plastie limit
Tare #
ZJ(
216`"s�s'..�„g,
'r
Tare weight
14.59
14.76
Tare + Wet Soil
21.92
22.55
Tam + Dry Soil
20.97
21.49`�'•ii'+k-':;;t=
Weight of waterLOU'
_;
Weight of dry soil
.�Ka638" r
,P,fi673 Nr
't4str .,>T
Water content
14.9 -
15.8
15
Limtid Limit
Tare#
2
5
Tare weight
16.81
16.9
Tare+ Wet Soil
27.16
28.16
Tare+Dry Soil
25.07
25.92
Number of blows
26
27
Weight of water
Weight of dry soil
lx<816'b�zst
-. y
Water content
25.3
24.8
Calculated Liquid Limit
25.4 25.0
25.2 %
Water content al 25 blows
Flow Chart
45
44
i
43
i
42
9 41
° 40
U
39 �
38
37
36
35
10 25 100
Numbsof Equ,
Natural Moisture
M
Plastic Limit
<= Liquid Limit
Plasticity Chart
60
s0 ,-CH'
or OH
Iz
00 —
30
D
20
MHo OH
10
ML rOL
0
0 20 40 60 80 100 120
Liquid Livu1 (LL)
Liquid Limit
25
Natural water content
17.1
Plastic Limit
15
Classification of-440 Sieve Material
CL
Plasticity Index
10

fEr�
L ) L W
ASTM D4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed b
KL
Borin #; Sam le #
B-6, S-2
I Depth
12.04.0
Description of 440 Material
Greyish Brown, Sandy Lean CLAY
Natural water content
27.2
Plastic Limit
Tare #
206
TT,.c:•r
t. �;.
Tare weight
24.61
Tare +Wet Soil
32.27
36.41
Tot e+Dry Soil
31.07
35.25
Weight of water
' - 1:25,°,fi.
`" .1 16"ift
^.-p x4',.
,ei:'S;'s'r5..i '
Weight of dry soil
%..6:46 K
1Pt;';.:598+'sv
IT- r' a
t..`3s„r T "tx_-,
Water content
18.6
19.4
19��
Liquid Limit
Tare #
A
C
D
Tare weight
16.84
16.93
17
Tin + Wet Soil
25.09
26.67
26.82
Tare +Dry Soil
22.77
23.84
23.9
Number of blows
34
23
18
Weight of water
Weight of dry soil
'h_5'i93'T,%
-691 >~
Water content
- 39.1
41.0
42.3
Water content at 25 blows
40.8 %
Plow Chart
45
44
i
43
42
41 '
40
u°
p` 39
3 38
37
36
35
10 25 too
N.be, of M.,
Natural Moisture
23
45.19
94.6
84.04
27.2
<= Plastic Limit
;= Liquid Limit
Plasticity Chart
60
••CH o
50r OH
40
30
i—° 20
10 MH o OH
ML rOL
0
0 20 40 60 80 100 120
Liquid Limir(LL)
Liquid Limit 41 Natural water content 27.2
Plastic Limit 19 Classification of-#40 Sieve Material CL

��IR®tl_domUa�s
ASTM D4318
Atterberg Limits Data and Calculation Sheet
F.CS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-6, S-3
IDepth
4.0-5.5
Description of 440 Material
Greyish Brown, Sandy Fat CLAY
Natural water content
32.6
Plastic Limit
Tare #
201
208
Tare weight
34.46
26.84
Tare +Wet Soil
43.73
33.51
Tam + Dry Soil
42.24
32.44
Weight of water
i;•i:1;49.e:,-.rts
1t07x.- -
y's"gd'r-•.':._
L`�-,.e �F
Weight of dry soil
Water content
19.2
19.1
19
Liuuid Limit
Tare#
215
101
a -I
Tare weight
25.34
25.61
32.03
Tam + Wet Soil
33.7
34.69
40.48
Tme+ Dry Soil
30.59
31.29
37.3
Number of blows
26
20
17
Weight of water.�-3:1'I
y::
L-;34
-^;i3•IS
:=};-•in `..t^;'a
Weight of dry soilWater
content
59.2 -
59.9
60.3
Water content at 25 blows
59.3%
`''
Flow Chart
65_.
64
63
62
61
60
o
59
58
SI
56
55
10 25 100
Numb<tof Drops
Natural Moisture
23
45.22
IO2.53
88.45
32.6
Plastic Limit
Liquid Limit
Plasticity Chart
60
50 CH or OH
40 —
-9 30
4 or 1-
20
10 MH o OH
MLL a
0
0 20 40 60 80 Ia0 120
Liquid Limit(LL)
Liquid Limit 59 Natural water content
Plastic Limit 19 Classification of-#40 Sieve Material
u[icih•Index 40
CH

I I_ �"
�" rz ca,l tr.2
ASTM D4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Expansion
Date
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-9, S-2
De th 12.04.0
Description of-#40 Material
Cnayish Bmwn, Sandy lean CLAY
Natural water content
17.8
Plastic Limit
Tare #
212
216?'.'#lj•;t:.
Tare weight
14.6
14.76
Tare+ Wet Soil
21.03
22.03
y:AF3ia�:
Tare + Dry Soil
20.08
20.97
Weight of water
n?"0.95 1.
,
•,y;,}j
Weight of dry soil
4v-5.4
21 .;,
itr��"
i�•':' utG'
Water content
17.3
17.1
17
Liouid Limit
Tare #
Z
R-7
E
Tare weight
16.81
16.89
16.87
Tare+ Wet Soil
26.8
26.67
27.88
Tare+ Dry Soil
24.74
24.54
25.16
Number of blows
33
28
16
Weight of water
'B2.'l3 f.
272.>"ri',_`s
trW_q ;N yin;
Weight of dry soil
'>f.iiX17.93 ? '�
;7 65 h
i:;;8 29 sk
"'+r''..�-;ka,.-'•:
Water content
26.0
27.8
32.8
Water content at 25 blows
29.1 %
35
34
Flow Chart
33
32
31
tf
`0 30
U
t 29
28
2]
26
25
10
25 100
Nmnbn of Dmps
Natural Moisture
KL-1
87.24
158.74
147.92
17,8
<= Plastic Limit
Liquid Limit
Plasticity Chart
60 — —
50 • • CH or OH
40
30
C
9
E 20 ZZ,�, L
0 MH o OH
ML rOL
0
0 20 40 60 80 100 120
Liquid Limit (LL)
Liquid Limit 29 Natural water content
Plastic Limit 17 Classification of -440 Sieve Material
isticity Index 12
CL

�Lf_P
f <r1 ItPl F1
ASTM D-4318
Atterberg Linuts Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
Job name
New River P615 Apron Ex anion
Uate
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-10, S-I
Depth
0.0-2.0
Description of-#40 Material
Dark Brawn, Sandy Lean CLAY
Natural water content
14.3
Plastic Limit
Tare #
111
213
Tare weight
14.56
14.72
ii`sU3is}iF¢:
Tam +Wet Soil
21.25
21.35
Talc+Dry Soil
20.36
20.48
Weight ol'water
au 0;89 ?f"t,"087
'Fy
;;7-`.'-OP.t`,r,++
Weight of dry soil
K`"o'S:8 Lr:
'?''i*576..,'t..r'.
' �.
,.,ifs:;r i'`•;z
Water content
15.3
- 15.1
15
Liquid Limit
Tare -#
I
X
B
Tare weight
16.78
16.84
17.02
Tare+ Wet Soil
26.56
26.35
27.16
Tare +Dry Soil
24.47
24.26
24.88
Number of blows
31
25
19
Weight of water
€�A2.09
'k;9209.,{°�.-.^.:�„226
.•a ht-R 4,.. .-j.'-
Weight of dry soil
t,769 Z4
^: ^742)'
=7786
Water content
- 27.2 -
28.2
29.0
Water content at 25 blows
28.1 %
Plow Chart
35
34
33
32
'e 31
30
e`
U
1; 29
3 38
27
26
25
10 25 100
Number of Drops
Natural Moisture
6
88.3
F
42.9436.12
14.3
Plastic Limit
<= Liquid Limit
1'lasticlly Chart
60 — —
0 CH or OH
E 40
>. 30
20
• MH o OH
10
ML ,OL
0
0 20 40 60 80 100 120
Uquid Limit (LL)
Liquid Limit 28 Natural water content
Plastic Limit 15 Classification of-#40 Sieve Material
Isticitv Index 13
CL

NS1
LLIP
QSG^Qf:-3®ILO Oi'1q�,
ASTM D-4318
Atterberg Limits Data and Calculation Sheet
ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Pax
Job name
New River P615 Apron Ex ansion
Date
04/21/2008
Job #
13845
Performed by
KL
Boring #; Sample #
B-10, S-2
IDepth
20-4.0
Description of 440 Material
Dade Brown, Sandy Lean CLAY
Natural water content
18.5
Plastic Limit
Tare#
111
212
Tare weight
14.56
14.6
f"t`{a2fa'«t`1<ar
Tare+ Wet Soil
21.36
21.54
Tare + Dry Soil
20.49
20.64
Weight of water
'?w :0:87 -'
r._
ge j"-.
Weight of dry soil
Water content
14.7
14.9
IS
Liuuid Limit
Tare #
X
2
Tare weight
16.84
16.81
Tare+ Wet Soil
27,23
26.63
Tam +Dry Soil
24.86
24.42
Number of blows
26
27
Weight of water
:EP2 37 -' Y
Weight of dry soil
Water content
29.6
29.0
Calculated Liquid Limit
29.7 29.3
Water content at 25 blows
29.5 %
Flow Chart
45
i
44
43
i
42
41
t
`e 40
V
39 �
3 38
37
36
35 �
10 25 100
Number of Drops
Natural Moisture
22
40.92
100.51
91.2
18.5
Plastic Limit
Liquid Limit
Plasticity Chart
60
50 '•CH or OH
i 40
30
Z
L
a 20
•
MH o OH
10
ML c, OL
0
0 20 40 60 60 100 120
Liquid Lmt O-Q
Liquid Limit
Plastic Limit
isticity Index
30
15
15
Natural water content
Classification of -#40 Sieve Material
18.5
CL

ECS CAROLINAS, LLP
7211 Ogden Busisness Park
Wilmington, North Carolina 28411
Suite 201
[phone]
[phone] Fax
ASTM D4318
Atterberg Limits Data and Calculation Sheet
Job name
New River P615 Apron Ex ion
Date
04/212008
Job #
13845
Performed by
KL
Boring #; Sample #
5-10, S-3
IDepth
4.0-5.5
Descri li it of 440 Material
jDark Brown, Sandy Ilan CLAY
Natural water content
1 27.1
Plastic Limit
Tate #
213
216
Tare weight
14.73
14.77
Tare+ Wet Soil
23.16
22.67z
t 'S',z1 if -I f;
Tare + Dry Soil
22.04
21.63
Weight of water
^Tj'i,I'12a`4t
Weight of dry soil
r-" "�
eG.-s47:71t 4
'~'-
c(..:686 -,
"'
;_-sbt-3E"i',..
F'-f �'^"t :•c{'
�r
Water content
15.3
15.2,
15
Liquid Limit
Tare #
1
R-7
Tare weight
16.78
16.9
Tare+ Wet Soil
27.08
26.67
Tam + Dry Soil
24.74
24.48
Number of blows
24
26
Weight of water
A-
=,2.19..
Weight of dry soil
1,pi'i7'96'"e7.
Water content
29.4
28.9
Calculated Liquid Limit
29.3 29.0
29.2 % Jt•ra::: a:.;a'.__'-:.d��u..
Water content at 2561ows
45
Flow Chart
44
1
43
1
42
1
'0 41
40
39
3 38
31
36
'
35
10 25 100
N.1,c,.f1k.,
Natural Moisture
27
41.07
106.45
92.53
27.1.
�= Plastic Limit
Liquid Limit
Plasticity Chart
60
5o •-CH or OH
r: 40
` 30
D
y 10
MH o OH
10
tML,
0
0 20 40 60 so 100 120
Liquid Limit (LL)
Liquid Limit
29
Natural water content
27.1
Plastic Limit
15
Classification of 440 Sieve Material
CL
Plasticity Index
14

0
— '
120 -
119
118 -
117 116
115
0
w 113
o
p
�j 112
U
ti
b
0 110
w
109
108
Q
a 107
106
105
104
103
]02
101
]00
6
—'Moisture
Moisture
Density Relationship
1
Job
-
—
••
..
......
....
..
....
..
�— Natural Moisture (%)
0.0%
Test Method
ASTM D698
Test Procedure
A
--- 98% Max. Dry Density
----- 95%Max. Dry Density
—
8
-
10 12 14 16
Content _ Percent -Dry
18 20
Weight
Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
]3845
Date
March 26, 2008
Sample Location
B-7
Maximum D Density ]b. / cu. ft.
118.7
Optimum Moisture (%
11.6
Corrected Maximum Dry Density
(16. / cu. ft.
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > ti4
0.0

0
REP—
��ccz®�osaaer�
r
125—
124
123
122
121
120
1
]18
00 116 117
a
U 115
114
N
a
0
a° 112
Q
Ca
]08 109
107
106
105
104
103
102
101
100
_— —V
Moisture
Density Relationship
f
I
—
—
Natural Moisture (%)
0.0%
Test Method
i
ASTM D698
Test Procedure
A
1
--- 98%Max. Dry Density
95% Max. Dry Density
_
i
I
I
Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Number
13845
Date
April 3,2008
Maximum D Density (Ib. / cu. ft.
U 110
Corrected Maximum Dry Densi

0
Moisture Density Relationship
0 125
�aaaa®�atwa�ffi
Job Name 124
New River P615 Apron Expansion 123
Sample No. 122
Bulk
Job Number 121
13845 120
Date
April 3, 2008 119
Sample Location
118
B-9
Sample Description °0 117
116
Grayish Brown, Clayey Sand C — — — — — — —
U 115
114
Maximum Dry Density (lb. / cu. ft.) 113
117.7 p� 112
- -- --
Optimum Moisture
12.7 1 ] 1
Q 110
Natural Moisture % ( Q 109
108
107
Test Method
ASTM D698 10611 Test Procedure 105
—
A
104 — — — 98%Max. Dry Density
]03 ----- 95%Max. Dry Density
Corrected Maximum Dry Density
(lK / cu. ft.) 102
N/A
_4 IT
Corrected Optimum Moisture 101
N/A 100 — —
Assumed Specific Gravity
2.7 5 7 9 11 13 15 17 19
Percent > #4
0.0
Moisture Content - Percent Dry Weight

LW
CIAROa_ MAM
I`
115
114
113
112
111
]10
o
w° 108
V_
U 107
a 106
b
0 105
w
104
103
Q
Q 102
101
100
99
98
97
96
95
5
Moisture
Density Relationship
- -----
—�
—
�—
Natural Moisture "/o
0.0%
Test Method
i
TR
ASTM D698
Test Procedure
A
98%Max. Dry Density —
--
----- 95%Max. Dry Density
I
7
9
11 13 15 17 19 21 23 25
Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
13845
Date
April 3, 2008
Sample Location
B-10
Maximum D Density (lb. / cu. fr.
110.9
Optimum Moisture (
16.]
Corrected Maximum Dry Densi

a
�aeoa®aeocd�g
u
125
124
123
122
121
120
119
118
0 117
0
3,2 116
115
¢ 114
113
a° 112
t' 111
y
Ca
log -
Q
] 08 -
]07
106
105
] 04
103
102
101
100
6
Moisture
Density Relationship —�
-
-
-
Natural Moisture (%
0.0%
Test Method
-
ASTM D698
Test Procedure
A
— — — 98% Max. Dry Density
95% Max. Dry Density
-
8
— —
10 12 14 16 18 20 22
.lob Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
13845
Date
March 26, 2008
Sample location
B-II
Sample Description
Grayish Brown, Silly Sand
Maximum Dr Density (lb. / cu. ft.
119.E
Optimum Moisture
12.3
Density
16. / cu. ft.
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > #!4
0.0

Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
13845
Date
April 3, 2008
Sample Location
B-12
Sample Description
Orangish Brown, Silty Sand
Maximum Dry Density lb. / cu. ft.
114.4
Optimum Moisture (%
11.2
Natural Moisture (%
0.0%
Test Method
ASTM D698
Test Procedure
A
Corrected Maximum Dry Density
(1b. / cu. ft.)
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > #4
0.0
Moisture Density Relationship
120 -, .. tl—t— —i— t-1
119
118
117
116
109
108
107
106
— — — 98%Max. Dry
----- 95% Max. Dry
105 -1-1 1 14 1 1 a f —4— —f-1-I + 1 1 I 1
0 2 4 6 8 10 12 14 16 18 20!
Moisture Content - Percent Dry Weight

Density
Moisture Density Relationship
120 ._
�caae2®�ae.�dass
Job Name 119
New River P615 Apron Expansion
118
Sample No.
Bulk 117
Job Number
13845 116
Date
March 26, 2008 115
Sample Location
B-6 114
Sample Descri lion °o
u- 113
U
Dark Brown, Silty SAND p
U 112
� ]11
Maximum Dry Density (16. / cu. fr.) lu
1 10
115.1
Optimum Moisture % a
13.0 y 109
.N
Q 108
Natural Moisture %)
0.0% q 107
106
Test Method 105
ASTM D698
Test Procedure 104
A
103
98%Max. Dry
Corrected Maximum Dry Density 102
16. / cu. ft.
N/A ] O1
Corrected Optimum Moisture
N/A 100
Assumed Specific Gravity
2.7 10 12 14 16 18 20 22 24 26 28 30
Percent > #4
0.0
Moisture Content - Percent Dry Weight

O
NEWMoisture
CkAR®u_INAO
125
124
123
122
121
120
119
]18
0
a
U 115
¢, 114
c
7
a° 112
HI
Q 110
l09
]08
107
106
105
104
103
102
]O1
100
6
Density Relationship
......
.
.. . '
—
.
.....
Natural Moisture (%
0.0%
Test Method
ASTM D698
Test Procedure
A
—
—
--- 98%Max. Dry Density
95% Max. Dry Density
8
-
10 12 14 16 18 20 22
Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
]3845
Date
March 26, 2008
Sample Location
B-1 -
Maximum D Density ]b. / cu.
Corrected Maximum Dry Density
(lb. / cu. ft.)
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > #4
0.0

a
�au�®�oeawo
125
124
123
122
121
120
119
118
0 117
0
116
�j 115
n 114
7 113
w° 112
11]
Q 110
109
Ca
108
107
106
10$
104
103
102
101
100
6
Moisture
Density Relationship
1
—
—
--
Natural Moisture (%)�
0.0%
i
Test Method
ASTM D698
Test Procedure
-
— 98% Max. Dry Density
----- 95%Max. Dry Density
8
Moisture
— — — --
10 12 14 16 18 20 22
Content - Percent Dry Weight
Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
13845
Date
March 26, 2008
Sample Location
B-2 Sample Description
Brown Sandy CLAY
Maximum D Density (]b. / cu. ft.
115.4
Optimum Moisture
14.3
Corrected Maximum Dry Density
(16. / cu. ft.
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > #4
0.0

�o
Moisture Density Relationship _
�licea®o_ooada�s
Job Name 114
New River P615 Apron Expansion 113
Sam le No. 112
Bulk
Job Number 1 1 1
13845 110
Date l
March 26, 2008 109
Sample Location
]08
B-3 -
Sample Description °0 107
106
Grayish Brown, Sandy CLAY A
t? 105
104
Maximum Dry Density Ib. / cu. fl. ( a 103
104.6 p 102
Optimum Moisture %
19.9 y' 101
Q
100 —
Natural Moisture (%) Q 99 - - - - - - - - - - - - - - -
0.0%
98
97
Test Method
ASTM D698 96
Test Procedure 95
A
94 --- 98%Max. Dry Density
Corrected Maximum Dry Density
93 95% Max. Dry Density
(1b. / cu. ft.) 92
N/A
Corrected Optimum Moisture 91
N/A , 90 - — — f —
Assumed Specific Gravity
2.7 10 12 14 16 18 20 22 24 26 28 30
Percent > #4
0.0 El
Moisture Content- Percent Dry Weight

O
.—
V0
CAeZ®LJNAO
120
119
118
117
116
115
0
w° 113
U
U 112
V
� 111
b
0 110
a
>
V
.N
107
106
105
104
103
102
]01
100
10
Moisture
Density Relationship
Natural Moisture (%
0.0%
Test Method
ASTM D698
Test Procedure
A
12
14
16 18 20 22 24 26 28 30
Job Name
New River P615 Apron Expansion
Sample No.
Bulk
Job Number
13845
Dale
March 26, 2008
Sample Location
B-4
Maximum D Density ]b. / cu. fr.
116.9
Optimum Moisture (%
12.9
.
N/A
Corrected Optimum Moisture
N/A
Assumed Specific Gravity
2.7
Percent > #4
0.0
Density
95%Max. Dry Density
-----

Density
Moisture Density Relationship —J
0 120
cwca®�oeawffi
Job Name 119
New River P615 Apron Expansion
118
Sample No.
Bulk 117
Job Number
13845 116
Date
March 26, 2008 115
Sample Location
B-5 114
Sample Description °o
w 113
U
Dark Brown, Silty Sand p
U 112
a. 111
N
b
Maximum Dr Dens
.8 lb. / cu. fr. 1 1
114.8
Optimum Moisture %
13.9 211 109
N
Ca
]08
IM
Natural Moisture % Q ] 07
0.0%
106
Test Method 1 OS
ASTM D698
Test Procedure ] 04
A
103
98%Max. Dry
Corrected Maximum Dry Density 102
(lb. / cu. ft.
N/A I ]O1
Corrected Optimum Moisture
N/A 100
Assumed Specific Gravity
2.7 10 12 14 16 18 20 22 24 26 28 30
Percent > #4
0.0
Moisture Content - Percent Dry Weight

CBR Compaction
Data: 800
% Compaction of
Standard Proctor
100.6% 700
CBR Dry Density
119.1 600
CBR Moisture
11.7% 500
a
b
es
0
a 400
300
CORRECTED CBR
VALUES
200
0.1" DRY SOAKED
23.36
0.2" DRY SOAKED
31.95
QID7
03
Load vs. Penetration
New River P615 Apron Expansion
Job it 13845
B-1 0-4 ft.
Brownish Gray, Silty SAND
A Dry ♦So
aked
.00
1
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data: 800
% Compaction of
Standard Proctor
100.6% 700
CBR Dry Density
116.1 600
CBR Moisture
14.7% .y 500
a
79
0
.7 400
300
CORRECTED CBR
VALUES
200
0.1" DRY SOAKED
23.04
0.2" DRY SOAKED
26.851
KIII]
v
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-2 0-4 ft.
Brown, Sandy CLAY
i
0 Dry • Soaked
t
i
i
I
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 025 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data: 160
% Compaction of
Standard Proctor
100.2% 140
CBR Dry Density
104.8 120
CBR Moisture
20.1% 100
_a
9
A
0
" 80
60
CORRECTED CBR
VALUES
40
0.1" DRY SOAKED
8.97
20
0.2" DRY SOAKED
7.90
0
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-3 0-4 ft.
Grayish Brown, Sandy CLAY
i
0 Dry ♦ Soaked
i
i
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

c�Ga�:t®t�utla�a�
300
CBR Compaction
Data:
% Compaction of 250
Standard Proctor
98.0%
CBR Dry Density
114.6 200
CBR Moisture
12.4%
.y
a
,a 150
0
a
CORRECTED CBR 100
VALUES
0.1" DRY SOAKED
50
13.13
0.2" DRY SOAKED
12.17
Load vs. Penetration
4Dry ♦ 'Soaked
New River P615 Apron Expansion
Job # 13845
B-4 0-4 ft.
Dark Brown, Silty Sand
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data:
% Compaction of 60
Standard Proctor
97.6%
CBR Dry Density 50
112.1
CBR Moisture
12 8% 40
_a
A
0
a 30
CORRECTED CBR 20
VALUES
0.1" DRY SOAKED
1.92
0.2" DRY SOAKED
1.92
Qil
I7
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-5 0-4 ft.
Dark Brown, Silty Sand
A Dry ♦ Soaked ,
I
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data:
350
% Compaction of
Standard Proctor
98.8%
300
CBR Dry Density
113.7
250
CBR Moisture
12.6%
a
9 200
n
0
a
150
CORRECTED CBR
VALUES 100
0.1" DRY SOAKED
12.49
0.2" DRY SOAKED
13.651
50
a
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-6 0-4 ft.
Dark Brown, Silty Sand
A Dry ♦ Soaked
I
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

6G1L�'>c�t�� Qa7G^Q�
600
CBR Compaction
Data:
% Compaction of
Standard Proctor
100.0%
500
CBR Dry Density
118.7 400
CBR Moisture
10.8%
CORRECTED CBR
VALUES
0.1" DRY SOAKED
17.93
02" DRY SOAKED
17.91
200
100
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-7 0-4 ft.
Light Gray, Clayey Sand
1
i
A Dry ♦ Soaked
I
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

V
C��LtLt✓
�s-ae2®t�aa��a�
250
CBR Compaction
Data:
% Compaction of
Standard Proctor
100.7%
CBR Dry Density
117.9
CBR Moisture
13.1 %
JALUES
0.1" DRY SOAKED
5.77
0.2" DRY SOAKED
6.83
200
150
100
50
0
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-8 0-4 ft.
Brown, Silty SAND
i
1
A Dry ♦Soaked
i
E
1
i
1
t
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

A Ci Li�J A"
11
CBR Compaction
Data:
% Compaction of 600
Standard Proctor
100.8%
CBR Dry Density 500
118.7
CBR Moisture
12.1% 400
_a
0
300
VALUES
0.1" DRY SOAKED I
19.21
0.2" DRY SOAKED
21.751
200
100
0
Load vs. Penetration
A Dry ♦ Soaked
New River P615 Apron Expansion
Job # 13845
B-9 0-4 ft.
Grayish Brown, Clayey Sand
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data:
% Compaction of
Standard Proctor
100.5%
CBR Dry Density
111.5
CBR Moisture
16.1%
CORRECTED CBR
VALUES
0.1" DRY SOAKED
4.49
0.2" DRY SOAKED
4.70
120
100
80
60
40
20
0
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-10 0-4 ft.
Dark Brown, Sandy CLAY
0 Dry ♦ Soaked
i
i
1
1
II
S
i
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

4-CEWRi
cy LiF�A'
CBR Compaction
Data:
% Compaction of
Standard Proctor
100.6%
100
CBR Dry Density
120.3 80
CBR Moisture
11.7%
40
CORRECTED CBR
VALUES
0.1" DRY SOAKED
20
3.85
0.2" DRY SOAKED
4.27
7
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-11 0-4 ft.
Grayish Brown, Silty Sand
A Dry ♦ Soaked
i
I
i
i
0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5
Penetration (in) 04/22/08

CBR Compaction
Data:
350
% Compaction of
Standard Proctor
100.5%
300
CBR Dry Density
115.0
250
CBR Moisture
10.6%
a
v 200
a
0
CORRECTED CBR
VALUES
0.1" DRY SOAKED
23.68
0.2" DRY SOAKED
22.17
150
100
50
Load vs. Penetration
New River P615 Apron Expansion
Job # 13845
B-12 0-4 ft.
Orangish Brown, Silty Sand
i
7A Dry ♦Soaked f
I
f
I
U 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0275 0.3
Penetration (in) 04/22/08

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the investigation
previously outlined and the data collected at the points shown on the attached location plan. This report
does not reflect specific variations that may occur between test locations. The borings were located
where site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between borings and of subsurface conditions not encountered by any
boring may not become evident until the course of construction. If variations become evident at any time
before or during the course of construction, it will be necessary to make a re-evaluation of the
conclusions and recommendations of this report and further exploration, observation, and/or testing may
be required.
This report has been prepared in accordance with generally accepted soil and foundation engineering
practices and makes no other warranties, either expressed or implied, as to the professional advice under
the terms of our agreement and included in this report. The recommendations contained herein are made
with the understanding that the contract documents between the owner and foundation or earthwork
contractor or between the owner and the general contractor and the caisson, foundation, excavating and
earthwork subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other support
components are in place at the locations, with proper dimensions and plumb, as shown on the plans and
specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon beconring
aware of apparent or latent subsurface conditions differing from those disclosed by the original soil
investigation work, promptly notify the owner, both verbally to permit immediate verification of the
change, and in writing, as to the nature and extent of the differing conditions and that no claim by the
contractor for any conditions differing from those anticipated in the plans and specifications and
disclosed by the soil studies will be allowed under the contract unless the contractor has so notified the
owner both verbally and in writing, as required above, of such changed conditions. The owner will, in
turn, promptly notify this firm of the existence of such unanticipated conditions and will authorize such
further investigation as may be required to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site construction
review by this firm will be authorized and funds and facilities for such review will be provided at the
times recommended if we are to be held responsible for the design recommendations.

APPENDIX F
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Procedures Retarding Field Loos, Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are followed that
represent reasonable and accepted practice in the field of soil and foundation engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations which
are intended to portray essentially field occurrences, sampling locations, and other information.
Samples obtained in the field are frequently subjected to additional testing and reclassification in the
laboratory by more experienced soil engineers, and differences between the field logs and the final logs
exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test data, and
his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are retained in our
laboratory for sixty (60) days and are then discarded unless special disposition is requested by our client.
Samples retained over a long period of time, even if sealed in jars, are subject to moisture loss which
changes the apparent strength of cohesive soil generally increasing the strength from what was originally
encountered in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and laboratory data
sheets not be included in engineering reports because they do not represent the engineer's final opinions
as to appropriate descriptions for conditions encountered in the exploration and testing work. On the
other hand, we are aware that perhaps certain contractors submitting bids or proposals on work may have
an interest in studying these documents before submitting a bid or proposal. For this reason, the field
logs will be retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are made in the
preparation of our final reports, to the contractor or subcontractors, before the firm submits the bid or
proposal, and to describe how the information was obtained to the extent the contractor or subcontractor
wishes. Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet, entitled General
Notes.

R. Kenneth Weeks
Engineers, LLC
272 Bendix Road, Suite 260
VIRGINIA BEACH, VA 23452
[phone] FAX [phone]
NCDENR, Express Permitting
127 Cardinal Dr. Ext.
Wilmington, NC 28405-3845
WE ARE SENDING YOU ❑ Attached
❑ Shop drawings ❑ Prints
❑ Copy of letter ❑ Change order
DATE: 4-13-09
J01NO 07-0366-014
ATTENTIQN Mary Jean Naugle
RE New River Air Station NC P615
Apron Expansion
Stormwater Permit Application
� Hrlf 1 4 Lu
❑ Under separate cover viaFiV' (O$ the following items:
❑ Plans ❑ Samples ❑ Specifications
u
COPIES
DATE
NO,
DESCRIPTION
I
Slormwaler Management Permit Application Form
1
$4,000.00 Rcvicw fee Chcck llk42�
1
2
Plans
1
Narrative, Drainage Calculations and drainage area maps -
4
Sand Filter Supplements and Original signed O&M Agreements
3
Level Spreader Supplement Fomis. Original O&M Agreements sent under separate cover
By David Towler q.� VLe0q GG ���� ✓,t het(,-C>e-V-t(N1NU -ro 1rDLL0W
I
Geolcchnical Report
THESE ARE TRANSMITTED as checked below:
X For approval
❑ For vour use
❑ As requested
For review and comment
REMARKS
COPY TO
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit
❑ Submit _
❑ Return
SIGNED Z
RonaidJ. Mickiewicz
copies for approval
copies for distribution
corrected plans
If enclasuree are not as noted. kindlC not fr to at once.

MILL CREEK ENVIRONMENTAL CONSULTANTS Ltd.
Atli'Environmental Consulting & Testing
Robert A. Neeley, President
APR 1 4 2QO5
BY:��
Ms. Janet M. Russell, Coordinator
One-Stop/Express Permitting Section
North Carolina Department of Environment
and Natural Resources (NCDENR)
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Wetland Delineation and Assessment
P615-New River Air Station Aircraft Apron Expansion
Marine Corps Air Station, New River
Jacksonville, NC 28545-1001
Dear Ms. Russell:
During the period of 20-21 March 2008, the undersigned conducted a walk -over survey
of the project area of the MCAS apron expansion project for the purpose of identifying
jurisdictional wetlands. The wetland delineation methods followed were those outlined in
Part IV of the Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-
1, US Army Engineer Waterways Experiment Station, Vicksburg, MS. Determination
was made following the routine, onsite method that no wetlands were present in the
proposed projectarea(s).
On 5.Marcl 2009, the proposed project area was again surveyed for the presence of
wetlands. Once more the Corps of Engineers Wetlands Delineation Manual methods were
reviewed prior to the walk -over. These methods were reviewed in context of the Corps of
Engineers 2008 Interim Regional Supplement to the Corps of Engineers Wetland
Delineation Manual: Atlantic and Gulf Coastal Plain Re ion, ERDC/EL TR-08-30.
Vicksburg, MS: U.S. Army Engineer Research and Development Center. No wetlands
were identified during the survey.
Following the 5 March 2009 walk -over of the project area, instruction in the U.S. Army
Corps of Engineers Jurisdictional Determination Form Instructional Guidebook were
researched to confirm the absence of traditional navigable waters (TNW) and relatively
permanent waters (RPW) in the area. The ditches and swales within the area were
adjudged to be non jurisdictional
3940 Pabner Road Massanutten, Virginia 22840 Telephone [phone] Telefax [phone]

All evaluations for wetland determination were made by a qualified wetlands scientist.
The undersigned is Certified as a Professional Wetland Delineator (No. 3402 000061) by
the Commonwealth of Virginia (See Enclosure).
Should you have any questions concerning this letter or the enclosure, please contact our
office at your convenience.
Sincerely,
Robert A. Neely
President
RAN/pm
Enclosure

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0 Ub DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more tf
attach a second sheet.
LL
7�5'
owo
PROD#
State Soil Scientist Confirmation Visit date/time: J06
Lvov ia�
Project Name:IP-615 Aircraft Parking Addition, New River County: Onslow County
Street Address: N/A, Camp Leieune's New River Air Station Field
Directions from the nearest intersection of two major roads: South/southwest of the
Campbell St. & Foster St. intersection and east/southeast of White St.
>1 acre being disturbed? ®YES ❑NO CAMA Major required? ❑YES ❑NO
Consultant Name: Winslow E. Goins, P.E. Phone: [phone]
Consultant Firm Name: ECS Carolinas, LLP
Bore Number
1
(1-15/13-15)
2
(B-9)
3
(B-3)
4
5
6
7
a Existing Ground Elevation
22.3
24.2
16.7
b Proposed Bottom Elevation
17.0
17.0
10.7
c Difference a minus b
5.3 ft
7.2 ft
6 ft
d Add 2 ft. Min. Bore Depth)
7.3 ft
9.2 ft
8 ft
e Hardpan Depth?
Unknown
Unknown
Unknown
f) Approx. Elev. Of SHWT
20.30
19.95
12.12
Max. lowest bottom elev.
17.0**
17.0**
10.7**
h Infiltration Rate OK? *
i Confirmation of SHWT
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments: **Elevatic
lower SHWT.
Soil
lcptd. clay s�.� N44
7
Required Attachments:
1. Legible vicinity map.
G/vl
2. Complete Soils Report.
3. PDF formatted site plan
with the boring locations
to be tested. Site plans
should be emailed or hand
-delivered
only. Illegible
faxed maps will not be
accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

�H°ULP 4fz
nE C E I V ED
�pppn►►{p►► NOV 17 2008
S
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PROJ #
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RE: New River Apron Addition Information
Subject: RE: New River Apron Addition Information
From: "Meyers, Angela" <[e-mail]>
Date: 'rue, 14 Oct 2008 18:29:33 -0400
To: "janet.russell rr ncmai1.net" <[e-mail]>
CC: "Owens, Rusty" <[e-mail]>
Janet,
Here is the link to our FTP site:
ftp://ftp. i mt.com/vbva/ICQNavFac/
Your Username: FTPNCDeptEnv
Your Password: NOr!hCarO
Directions
Click on the link above.
When it opens click the "Page" menu on the upper right of screen and select "open the ftp site in Windows
Explorer".
Enter username and password to sign in to the window that pops up on screen.
There will be several folders. Open the ICQnavFAC to find your into.
If you do not see any folders, click the "other places" at right of the screen, the JMT file, then the VBVA folder.
You can find a PDF of the site plan with boring locations, and a PDF of the soils report here. Do you need
anything else before the express permit review meeting can be scheduled?
Regards,
R. KENNETH WEEKS ENGINEERS, LLC
"A JMT Company"
Angela Meyers, E.I.T.
Project Engineer
272 Bendix Road, Suite 260
Virginia Beach, VA 23452
P. [phone]
F. [phone]
M. [phone]
[e-mail]
-----Original Message -----
From: [e-mail] [maiIto: millcreekenvironment n comcast.net]
Sent: Tuesday, October 14, 2008 12:24 PM
To: [e-mail]
Cc: Meyers, Angela
Subject: New River Apron Additon Information
Janet,
Hope you are doing well. Attached is the completed Infiltration System Investigation Form, which is required for the
scheduling of our express permit review meeting. In addition to this information, Ms. Angela Meyers from Spectra
I of 2 10/ 15/2008 9:02 AM

Guidance For A Complete Stormwater Narrative
�E C E I V ED
SEP 18 208
DWQ
PROJ #
1. General Information
a. Name of Project: New River Aircraft Apron Expansion, P615
b. Street Address, City, County: Jacksonville, NC
c. Acres in Tract: 162
d. Acres Being Disturbed: 13.65
e. Acres in Wetlands: 0
I. Wetlands Must Be Delineated
2. Proposed Wetland Impacts Require Permits From Corps & DWQ
Ownership Information From the NC Secretary of State Web Site
Camp Legune is owned by the federal government
g. Description of Development Proposal
L Previous or Existing Permits: 0
2. Tax parcel ID Number: N/A
h. Pre-1988 Built Upon Area, If Applicable
i. Discuss Phasing of the Project & Stormwater Facilities When Applicable:
Installation of erosion controls will be the first phase of work, followed by earthwork
and installation of storm drainage utilities and Stormwater management facilities,
followed by concrete pavement installation.
j. Discuss Proposed Waste Water Treatment & Water Supply: N/A
k. Identify Historic Sites & Projects Being Funded With Public Monies:
N/A
Disclose Any/All Non -Compliance Issues with DENR Agencies: There will be
no drainage easement recorded for this development
2. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All water Bodies
On or Adjacent To The Project or Closest to The Project Area: White Oak River
Basin, SC;HQW;NSW waters, Index # 19-17-(6.5)�
b. Identify Whether the `Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase 11, Address Vested
Rights When 11Applicable; Identify Pockets of High Density: Federal, Phase 11,
High Density,
c. Proposed Total % Impervious Surface:;84%]
d. Number of Proposed Treatment Measures, Type(s) of Collection System 3,�
Infiltration Basins each with vegetated forebays7
e. Will All Built Upon Area Be Collected: Yes
f. Identify Whether or Not the Project Has Buffer Requirements & Whether or Not
Development Is Proposed Within A Buffer: No
g. Discuss Coastal Management Areas of Environmental Concern When Applicable:
N/A
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into The
Proposed BMP: N/A

i. Discuss Whether Road Construction Across Other Property Is Necessary To
Access This Project: It's not
j. If An On -Site Evaluation Of The Soils Flas Been Done, Discuss Infiltration Rates,
Seasonal High Water "fable, etc., and Include Date Of Site Evaluation (This Is
Required For Infiltration Projects): A soils report was made of the area on May
12, 2008. ECS Carolinas, LLP provided an infiltration rate of 31 in/hr under a
sandy clay/clay layer. The SFI WT will be lowered to 2 feet below the infiltration
basin bottom by underdrains./
k. Is The Department of Transportation Requiring The Construction Of A Turn Lane
Or Road Widening Associated With The Project: No

2 S 4 5
i
MARINE CORPS BASE CAMP LEJEUNE, NORTH CAROLINA
AIRCRAFT PARKING APRON ADDIENOiN, 'E
NEW RIVER SEP 18 -608 _17U
I I I II
PROJECT 615 PROD# DW
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC,$
rxr?RY Pnrur
PROJECT WORK
Mt. Nire 6 0< °y O° 4
AREAS +..
xa.exe°a B,.,
Il. -U.
Beulav ° 44 S.—..o
f EN
e
3 ro asm PROJECT LOCATION
CAMP LEJUENE .e / • �\ g �$Za
s-Ia.a xui°m = /,,I ,� \\ o a4E
It,
w
oei�a alv
es
e� =a
A VICINITY MAP LOCATION MAP
PRE -FINAL SUBMITTAL p� a
U
� 7 5 Z n A S •-•

INDEX OF DRAWINGS
SHEET NO.I
FILE
NAKAC
DWG NO.
I CML
I
G-00,
nn£ sHEEr
u.xxx.xxx
2
G-002
INDEX OF DRAWINGS .0 LEGEND
31G-003
NOLES AND-BREVNnONS
1
41C-101
I KEY PIAN
s
C-1021
SAFETY AND PHASING PIAN - SHEET 1 CF 3
61C-1031
SAFETY AND PHASING PLAN - SHEET 2 OF 3
2C-104
SPFEtt PAID PHASING PUN - $XFET ] OF 3
6C-105
OElA0L1igN PLAN ORE4 8 - SHEET 1 OF 2
9
6-1061
PL
OEMOUTZN AN AREA B - SHEET 2 OF 2
10
C-10]
LXYOI PLAN AREA 0 - SHEET 1 OF 2
H
C-106
UTWT PUN ARU B- SHEET 2 OF 2
12
C-109
GRADING PLAN MU B - SHEET 1 OF 2
13
C-110
GRADING PLAN AREA B - SHEET 2 OF 2
la
C-111
DEMOLITION PUN AREA C - SHEET 1 OF 2
15I
C-1121
DEMOLITION PUN AREA C - SHEET 2 OF 2
I6
C-113
FAYN PUN ARU C - SHEET 1 OF 2
V
C-11a1
DTy PM ARU C -SHEET 2 OF 2
1B
C-1151
GRADING PUN A9EA C - SHEET 1 OF 2
19
C-116
GRADING PUN 'EA C - SHEET 2 OF 2
20
C-11]
SiORMWATER MANAGEMENT ARIA B - SHEET I OF 3
21
C-116
Si0RMWATER MANAGEMENT AREA B - SHEET 2 OF 3
22
C-1191
STORMWATER MANAGEMENT ARU B - SHEET 3 OF 3
23
C-120
STORMWATER MANAGEMENT AREA C
24
C-121
MARKING PL - ARU B
25
C-122
RANKING %AN - AREA C
26
C-123
APRON PAVEMENT SECTIONS
27
C-12a
PAVEMENT JOINT DETAILS
28
C-125
STORM DRAINAGE DETAILS
29
C-126
MISCELLABEOUS DETAILS
30
C-127
PIPE ARCH PUN AND SECTIONS
31
C-128
PIPE ARCH DETAILS
32
C-129
STORM DRAINAGE OUTFALL MU C - PL]JJ AND PROFILE
33
C-130
PIPE BEDDING OUNIS
34
C-131
EROSION AND SEDIMENT CONTROL
35
C-132
STORMWATER MANAGEMENT DETAILS
36
C-133
STORM DRAINAGE PROFILES
ELECTRICAL
37
E-001
EIECTRICAL LEGEND PAID DUALS
36
E-DES
ELECTRICPL DUNIES
39
E-0O3
SITE KEY REFERENCE PLAN
40
E-101
EIECTRICAL NRFlELD ELECTRIC PL - AREA BI
41
E-102
ELECTRICAL NRFlELD ELECTRIC PLAN - AREA B3
e2
E-103
EIECTRIGL NRFlELD ELECTRIC PLW -ARU B2
U
E-IN
ELECTRICY NRFlELD ELECTRIC PLAN - AREA B4
44
E-105
ELECTRIC& AIRFIELD ELECTRIC PLAN - AREA 05
45
E-106
EIECTRICAL NRFlELD ELECTRIC PLNI - AREA C3
46
E-10]
ELECTRIC4 NRFlELD ELECTRIC PLAN - AREA C2
47
E-108
ELECTRICAL ARRELD ELECTRIC PLAN - AREA Cl
a8
E-109
ELECTRIC& NRFlELD ELECTRIC PUN - AR"'C4
49
E-201
ELECTRIfi1 AIRFIELD GROUNDING PIAN - AREA 81
50
E-202
ELECTRICAL NRFlELD GROUNDING PUN - AREA 82
51
E-203
EIECIRICX NRFlELD LROUNOWG PLAN- AREA Cl
52
E-20a
ELECTRIC4L ARE TO GROUNDING PUN - AREA C2
i
m
L E G E N D
STORM DRAINAGE STRUCTURE DATA
EASnNG
NEW
DESCRIPTION®
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i

GENERAL NOTES
1. KCRIZONEI COMBINE BASEST OR NAB} (1966) TER ZONE 18. U.S. FRET.
2. NERICAL CONTRU. BASED ON MANTRA, U.S. MET. STATION BENCH MARKS USED: PA-26 N M-4, L8u'S SHOWN ON PLANE,
3. WHERE EKISPNG SIRVCNRES/STABS/MIIfIES/PAVEMFM MARKINGS. BOB M REMAIN ME DAMAGED WE TO NEW CONSTRUCMN
OR DEMOLITION REBURIED BY THESE DOCUMENTS, THE CONTRACTOR SHALL REPAIR ME DAMAGED DENNIS) WAIN NEW MATERIALS
TO MATCH ME ADNCENT WTI FEATURE. AND COLOR AT NO COST i0 OWNER.
4. FIELD VERIFY EXISTING DIMENSIONS GNFN, PRIOR TO ORDERING MATERIALS OR BEGINNING DEROMIGH NOTIFY CONTRACTING
OFFICER OF ANY gSCREPANCY.
5. ME CONTRACTOR SW41 OBSERVE AND MONSOON N SUMWG AND COMPOUND SECURITY REOUREMEN3 AS DIRECTED.
6. NEW WORK WOOL BE ACCOMPl15HfD IN .DUD AROUND AREAS WHICH WILL REMAINOPEMIONII. ACCORDNGLY, MEASURES SNAKE.
BE FARM LO AWID INTERFERENCE W F THE OPERATIONAL WORK ROTIONE
Z. MICR i0 ANY IXGVABON. CONMACipR GRAM CONTACT RA.KAC MYMNT UTILITIES AND MSE%6S . JDUTY i0 HAVE ME D
UNDERGROUND LINES MARKED ON ME PAVEMENT MD GRASS W ME AREAS OF CONSTRUCTOR.
R. ME CONTRACTOR SHALL REMOVE k DISPOSE OF OFF GOVERNMENT PROPGtt, ALL D®PoS, SUL MGM EKUVAIONS AND
DEMOUSHED PAVEMENT MATERIALS NOT USED FOR CONSTRUCTOR FOR MDITONAL INFORMATIONM AND REOUIREMES, REFER TO
THE SPECIFICATIONS-
9, TOPOGRAPHIC SURVEY WAS PERFORMED BY ME SPECTRA GROUP, INC. NRGINIA BEACH, VA WE OF SVIMY: JAN BOOB.
10. EUSENG ARMIES SHOWN ME WU ED ON AVAILABLE RECORDS AN FRED SURVEY MO ME APPROXIMATE ONLY. CONIRKLOR
i0 FROM) KRIFY,
1. EXISTING IMPERIAL SHOWN TO BE REM?hD ANO NOT TERMED ON SITE SMVL BE PROPERLY MPOSEN OFF STE BY
COMPKttUR.
IZ. ME COMPACTOR SHALL USE GUTIER WHEN OPERATING EQUIPMENT IN AREAS OF WORK AND ADUCEM i0 ME WORK AREA,
ECURRENT SHALL NOT TRARM ALONG EDGES/MEAS BE RENAMING SUSS WHICH ME UNDERCUT FROM FILL LOSS. SHOULD
FILL LESS OR UNDERCUTTING OCCUR. COMPACTOR SHALL. BACKF U BENEATH REMAINING STAB TO PREVENT DAMAGE i0
PAVEMENT. BORROW MATERIAL SHALL BE BID AT ME UNIT PRICE PER CUBIC YARD.
13. AL STORM SFNER PIPES ART DROP INTER WITHIN ME WORK EMITS SMALL BE CLEANED OF DEBRIS AND ERODED MATERWS
T ME USi STAGES OF CONSTRUESTRI
14, DEMOLOWE0 AREAS SHALL BE INSPEC20 AND APPROhO BY ME COMPACIWG OFFICER MOR i0 NEW CONSTRUCTION.
15. WAGER REWIRED BY ME CONTRACTOR FOR CONSTRUCTION SHALL BE OBTAINED FROM MPROKD LOCATIONS, CONTACT
CONIMCENG OFFEEN MOR i0 USED.
16. RUDER TO ELECTRICAL DINGS FOR ELECTRICAL- DEMOLITION AND NEW WORK,
ABBREVIATIONS
AIRCRAFT OPERATIONS AREA AND PHASING NOTES
ME CONTRACTOR SHA L WENT A WESTRVCipN SCHEDULE rD WCWDE GENERAL ITEMS OF WORK, KING EME AND
SCHEDULE FOR KGOMPLSHUEM THEREOF. ME SCHEDULE SHOULD INCLUDE CONSTRUCTION STAGS AND SEOVENCWG. AND
MAZES OF PROPOSED MRON CLOSURES. SCHEDULE REQUIRES WRITTEN APPROVAL OF ME CONIROCTENG OFFICER.
2, .ALL WORN IS TO RAVE PEACE IN AN ACTIVE AIRCRAFT OPERATIONS AREA (A-0 A): CONSTRUCTION TRAMS SHAH HELD i0
TAXIING AIRCRAFT AND EMERGENCY VEHICLES. ME PAVEMENT SHALL BE KURT CLEW AT ALL ONES. WORKERS IN THE
A-O-A AREA WILL WEAK EYE AND EAR PROTECTION WHEN AIRCRAFT ME OPERATING.
3. EQUIPMENT AND NENICLES MUST BE CREATED FOR ACCESS RY BASE OPERAl1CN5 AND SHALL BE MARKED WM 3'.3'
ORANGE AND WIFE CHECKER FUSS (DAY ONLY) OR YELLOW MASHERS DOME TYPE LIGHTS (DAY DR N¢M). ALL
GO TRACTOR NEM.CLES OPERATING IN ME A-O-A SHALL BE CLEARLY VDO W1 BLM ME CONTRACTORS COMPANY NAME
MOOR LOGO ON EACH SIDE NYLYE FROM ZOO MET.
C ME COMRKiOR IS RESPONSIBLE FOR ENSUING MAT AL EMPLOYEES OF ME CONTRACTOR AND SUBCONTRACTORS ARSE
ONLY ME AUMDNIED ACCESS P3RIS AND CONFIRM THAT ME ACCESS POWT IS SECURE IMUFDMTELY AFTER USE. NO
PERSONAL NDBIDES Wt.- BE AUG. W ME A-O-A
5, INSTALAMUN OF CONSTROCTON UNRICNES WELL BE ME FIRST REM OF WORN IN THE ACTVE AIRCRNT AREA SEE TMIUL
BARRICADE LOCAMNS ON SUETY AND PRIMES PLAN, DWG C-103 AND C-10A.
6, PAYMENT FOR BARRIERS, SIGNAGE MORNING. AND OTHER INCIOFNTAL TENS FOR STAGED CONSTRUCTION ME ME
CONTRACTOR'S RESPONSIBILITY,
T, ACCESS i0 ME A-O-A SERUM SE THROUGH ME OESGNATED PROJECT ACCESS LOCATION POINT M ME A-O-A MO WILL
BE OUTPUTTED BY THE COMBUSTOR WHOSE RESPONSIBILITY IS i0 SECURE AFTER EACH USE
8. ME COMRAMR'S SUPERINTENDENT MO EACH WORK GROUP GRAM MONITOR FORM GROUND CONTROL AL AL TITHES
WHEN WD%(WG WEI THE A-0 & NO CONTRACTOR EQUIPMENT OR PERSONNEL GRAM. FIFTH ME A-O-A FOR ANY
REASON WITHOUT PERMISSION OF TOWER GROUND CONTROL
9. SPECIAL AFTER TON TO OUST CONTRA AND CM LNG IS REWIRED WRING CONSTRUCT0.V, ME USE OF WATER WILL BE
ANDCIPAIEO. ME CONTRACTING OFFICER RESERVES THE RIDR M HALL WORK IN NOA-CW FORWNO AREAS, NO ADORT RAL
PAYMENT TOR DUST CONTROL WILL BE MADE
10, ALL PAKMENT WAIN THE A-O-A SHALL BE KEPT COMPLETELY CLEAN OF AM TRASH, DEBRIS, CONSMUCDON MATERIALS
INCLUDING
ITS OF CONSTRUCTION. ETGAT ALL NOSIO 1 KAJERALS THAT COULD BLOWSTONE.
INTO MPAVEMENT, .-A SHAM. FORMING.
ETC) MOST BE WITHIN
CONSTRUCTION MG.
IF. ALLOWED IN. ME
iX
IF. REFER i0 ME SAFETY AND PHASING PLAN FOR LOGTON OF UYEUYN/STAGING AREA AREA WILL BE SECURED AL
CONTRACTOR'S DIRENSE, AND REWORKED AT ME END OF ME PROJECT, FOR ADDITIONAL INFORMATION, ROPER i0 ME
SPECIBV3ONS.
12. WHEN NOT ARREARS, AL EQUIPMENT. KNKIES, TOWS. ETC, SHALL BE STORED IN ME DESIGNATED STAGING OR STORAGE
AREAS.
13. REFER i0 SAFLIY AND PPASING PLAN TOR APPROVED HAUL ROUTES. USE OF ACTM APRONS MO TA%MAYS FOR ACCESS
M CONSTRUCTION AREAS OR MAUL ROUTES IS NOT ALLOWED UNDER ANY CIRCUMSTANCE
14. ME CONTRACTOR SPHLL DI LIMITS OF DULY CONSTRUCTION AREA i0 EACH WORK GROUP AND IS RESPONSIBLE THAT
PERSONNEL RpAN WITHIN THAT MEAL, EI EPT FOR INGRESS AND EGRESS.
15, MUSES ME r0 BE ACCOMPLISHED IN ME SEQUENCE GROWN ON ME STAGING PLAN, AL WORK. INCLOUNG PAKMENT
MARKERS IS i0 BE COMPLETE INSPECTED, AND MEETING FOR USE. PRIOR i0 BEGINNING ME BUT PHASE,
16, ME CONMCFUR SHALL MOHCE FINE X REDONE EMERGENCY TEZEPHONE NUUBERS TOR ME BASE POLICE DISPATCH
OFME
17. ME STAGING AND PARKING APFA. SHOWN IS APPROXIMATE. ME CONTRACTOR 9WL DETERMINE ME FRAIL SIZE OF ME
AREA BASED ON PERSONNEL AND EOUSMFM REQUIREMENTS. GNAW_/STONE SWi1 BE UELREO IN ME PARKING AREA AND
ACCESS ROM. ME COST FOR OFFICE. STAGING. PMONG AND INCLUDING TEMPORARY FENI WI ACCESS READ AND
MANTGUNCE, IS THE CONTRACTOR'S RESPONSIBIUTY.
ARTS
ARMS. CROP INLET
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11
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-O-A
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�. RE io m G-W3 MR NRCNIi OvpU 7 .VtG /+:B vW51nc rvolES
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NOTES f5 0¢ a
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MCAS NEW RIVER APRON ADDITION
Subject: MCAS NEW RIVER APRON ADDITION
From: [e-mail]
Date: Thu, 18 Sep 2008 13:14:07 +0000
To: [e-mail]
Janet,
Attached are the documents required to schedule an express permitting meeting
with your office for the New River Apron Expansion Project at MCAS New River.
We are trying to secure stormwater management and erosion sediment control
permits for the project. David Towler at MCR Camp Lejeune has reviewed our
paperwork for securing the meeting, as well as the required permit applications
and supplemental information required at the meeting. It is my understanding
that we will submit 2 checks to your office at this meeting for the required
permits. Our preferred dates for this meeting would be either the 1st or 2nd of
October. If there are additional documents needed to secure this meeting, or
anything you think I may be missing please let me know.
The documents must be sent in separate emails due to size of the PDF Files, a second email is to
follow.
Once again, thank you for the information you have already provided and
providing David Towler as the POC at Lejeune. He has been instrumental in these
endeavors. -
Matt
Matt Neely
Sr. Environmental Scientist
Mill Creek Environmental Consultants, Ltd.
Office: [phone]
Mobile: [phone]
Fax: [phone]
Email: [e-mail]
Request for express permit rev
Content -Type: application/msword
Content -Encoding: base64
[Content -Type: application/msword
Stormwater Management Narrative New River Apron Expansion.doc
Content -Encoding: base64
P615 New River Pre -Final Drwgs e-mail sized pgs 1-26.pdf Content -Type: application/pdf
Content -Encoding: base64
I of 1 9/18/2008 9:35 AM

For DENR Use ONLY
North Carolina Department of Environment and Reviewer:
Ali Natural Resources Submit
NCDENR Request for Express Permit Review Time
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. 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(a)ncmaii.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(@.ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(a) cmail net (� E C E I V E D
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(7g.ncmail.net Iu=U(
• Wilmington Region -Janet Russell 910-350-2004 or lanet.russell(dncmail.net SEP 18 2:608
NOTE: Project application received after 12 noon will be stamped in the following work day.
DWQ
Project Name: AC PARKING APRON ADDITION, NEW RIVER PROJECT 615 County: ONSLOW PROD #
Applicant: COMMANDING OFFICER, MCB, CAMP LEJEUNE Company: N/A
Address: BLDG 1005 MICHAEL RD City: MCB CAMP LEJEUNE, State: NC Zip: 28547-
Phone: [phone] Fax::[phone] Email: [e-mail]
Physical Location:MCB CAMP LEJEUNE
Project Drains into NEW RIVER SUB BASIN waters — Water classification SC:HQW:NSW (for classification see-
hftp://h2o.enr.state.nc.us/bimslreports/repoosWB.html)
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? Y
Engineer/Consultant: CONSULTANT Company: MILL CREEK ENVIRONMENTAL CONSULTANTS
Address: 3940 PALMER RD. City: MASSANUTTEN, State: VA Zip: 22840-_
Phone: [phone] Fax::[phone] Email: millcreekenvironmenglk@.comcast.net
(Check all that apply) r4\A}Ill- Oee1
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
CS is dodo, So;IS
t.1 or Y.—
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, [I Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales E]Off-site[SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems Z High Density -Infiltration 3 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density—Stormwater Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MODIFICATION: ❑ Major ElMinor ElRevision SW
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 13_65 acres to be disturbed,(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ 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
Fees lit for multiplepermits: Check#
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: —acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma'; ❑ Min
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401.
$
LQS
I
$
Stream Deter,_
$
NCDENR EXPRESS July 2008