SW8931005_Historical File_20130502

ATA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, Ill
Governor Director Secretary
May 2, 2013
Christopher White, Director
Albert J. Ellis Airport
264 Albert J. Ellis Airport Road
Richlands, NC 28574
Subject: State Stormwater Management Permit No. SW8 931005
Albert J. Ellis Airport
Deemed Permitted Stormwater Project/Session Law 2012-200
Onslow County
Dear Mr. White:
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for Albert J. Ellis Airport on March 11, 2013. The applicant has certified that the
project's built-upon areas have been designed to meet the requirements of Session Law 2012-
200. The applicant has indicated that all existing and proposed parking areas, roads, taxiways,
terminal buildings, runways, aprons, etc., provide for overland flow that promotes infiltration and
treatment of the stormwater into grassed buffers, shoulders and grass swales. As such, the
project is deemed permitted pursuant to the State post-construction stormwater requirements.
We are forwarding Permit No. SW8 931005 dated May 2, 2013, for the construction of the
deemed permitted built-upon areas associated with the subject project.
This permit shall be effective from the date of issuance until rescinded and shall be subject to
the conditions and limitations as specified therein, and does not supercede any other agency
permit that may be required. This modification covers the following items:
1. Converts the original low density permit to meet the deemed permitted requirements for
Airports under Session Law 2012-200.
2. Combines 2 permits into one. High density permit#SW8 000810 for a sand filter is
consolidated into the one SW8 931005 permit.
3. Eliminates the sand filter previously approved under SW8 000810 and incorporates the
requirements of Session Law 2012-200.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes. Per NCGS 143-215(e)the petition must be filed with the OAH within
thirty (30) days of receipt of this permit. You should contact the OAH with all questions
regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714
Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and
binding.
Wilmington Regional Office
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 One
Phone:[phone] FAX:[phone] DENR Assistance:1.877-623-6748 NO Carolina
Internet www.ncwaterquality.org aturaIII
An Gnial n.,nennitu A firmahun nre�m cmninuar

State Stormwater Management Systems
Permit Number SW8 931005 Mod.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely,
CharleslfVakild, P.E., Director
Division of Water Quality
GDS/arl: S:IWQS\Stormwater\Permits&Projects119931931005 LD12013 05 permit 931005
cc: Sean A. Brennan, P.E., RS&H
Onslow County Inspections
Wilmington Regional Office Stormwater File
Page 2 of 6

State Stormwater Management Systems
Permit Number SW8 931005 Mod.
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Albert J. Ellis Airport Director
Albert J. Ellis Airport
264 Albert J. Ellis Airport Road, Richlands, Onslow County
FOR THE
construction, operation and maintenance of a 30% low density development in
compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the
"stormwater rules') and the requirements of Session Law 2012-200 for Airports. 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, are
considered a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specific conditions and limitations:
I. DESIGN STANDARDS
1. This permit covers the construction of 129.40 acres of built-upon area within a
676.88 acre project area.
2. The overall tract built-upon area percentage for the project must be maintained at
30% or less, as required by Section .1005 of the stormwater rules. The tract is
limited to a maximum of 203.06 acres of built-upon area.
3. Approved plans and specifications for projects covered by this permit are
incorporated by reference and are enforceable parts of the permit.
4. Per Session Law 2012-200, runoff from built-upon areas of the project must be
maintained via overland flow that promotes infiltration and treatment of
stormwater runoff into grassed buffers, shoulders, and grass swales. Maximum
side slopes shall be 3:1 (H:V) as defined in the stormwater rules and approved
by the Division.
5. No piping is allowed except that as shown on the approved plans.
II. SCHEDULE OF COMPLIANCE
1. Projects covered by this permit will maintain a minimum 30-foot wide vegetative
buffer between all impervious areas and surface waters.
Page 3 of 6

State Stormwater Management Systems
Permit Number SW8 931005 Mod.
2. The permittee is responsible for verifying that the proposed built-upon area does
not exceed the allowable built-upon area.
3. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
4. The permittee shall not subdivide and/or sell any portion of the 676.88 acre
project area, in whole or in part, unless and until the Division is notified of the
sale and approval is granted. The new property owner shall be required to submit
for and receive a permit to cover the development of that subdivided property.
5. Filling in or piping of any vegetative conveyances (ditches, swales, etc.)
associated with the permitted development, except for average driveway
crossings, is strictly prohibited by any persons.
6. Prior to the development of any future BUA or additional built-upon area in
excess of the currently proposed 129.40 acres, a permit modification must be
submitted to and approved by the Division. The modification must demonstrate
that the built-upon area does not exceed the maximum amount permitted under
this permit and that it meets the intent of Session Law 2012-200.
7. Swales and other vegetated conveyances shall be constructed in their entirety,
vegetated, and be operational for their intended use prior to the construction of
any built-upon surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or other vegetated conveyances will be repaired immediately.
9. Within 30 days of completion of the project, the permittee shall certify in writing
that the project has been constructed in accordance with the approved plans.
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 the approved plans, regardless of size or scope.
b. Redesign of the project's built-upon area or treatment.
c. Further development, subdivision, acquisition, or sale of any, all or part of the
project area.
d. Filling in, altering or piping any vegetative conveyance shown on the
approved plan.
e. Development of the designated future development areas.
f. Additional built-upon area over and above 129.40 acres.
g. Changes that affect compliance with Session Law 2012-200.
11. The permittee shall at all times provide the operation and maintenance
necessary to operate the permitted stormwater management systems at optimum
efficiency to include:
a. Inspections
b Sediment removal.
c. Mowing, and re-vegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
Page 4 of 6

State Stormwater Management Systems
Permit Number SW8 931005 Mod.
12. The permittee shall submit all information requested by the Director or his
representative within the time frame specified in any written information request.
III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit or in
Session Law 2012-200, may subject the Permittee to an enforcement action by
the Division of Water Quality, in accordance with North Carolina General Statutes
143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until modified, revoked or
terminated.
3. 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.
4. 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 Title 15A of the North
Carolina Administrative Code, Subchapter 2H.1000; and North Carolina General
Statute 143-215.1 et. al.
5. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division of Water Quality at least 60 days prior to any
one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part;
b. Bankruptcy;
c. Foreclosure;
d. Dissolution of the partnership or corporate entity;
e. A name change of the current permittee;
f. A name change of the project;
g. A mailing address change of the permittee;
6. The permittee is responsible for compliance with all permit conditions until the
Director approves a transfer of ownership. Neither the sale of the project nor the
conveyance of common area to a third party, constitutes an approved transfer of
the stormwater permit.
7. The permittee grants permission to DENR Staff to enter the property during
normal business hours, for the purpose of inspecting all components of the
stormwater management facility.
8, The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state and federal), which have jurisdiction.
9. Unless specified elsewhere, permanent seeding requirements for the swales
must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Page 5 of 6

State Stormwater Management Systems
Permit Number SW8 931005 Mod.
Permit modified and reissued this the 2nd day of May 2013
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
,c,Lit,,C-j)
for CharlegWakild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 6

GENERAL ASSEMBLY OF NORTH CAROLINA
SESSION 2011
SESSION LAW 2012-200
SENATE BILL 229
AN ACT TO AMEND CERTAIN ENVIRONMENTAL AND NATURAL RESOURCES
LAWS TO (1) DIRECT THE DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES TO REPORT ON THE INTEGRATION OF STORMWATER CAPTURE
AND REUSE INTO STORMWATER REGULATORY PROGRAMS; (2) DIRECT THE
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES TO STUDY THE
ADVISABILITY AND FEASIBILITY OF REALLOCATING WATER SUPPLY IN
JOHN H. KERR RESERVOIR FROM HYDROPOWER STORAGE TO WATER
SUPPLY STORAGE; (3) DIRECT THE DEPARTMENT OF ENVIRONMENT AND
NATURAL RESOURCES TO STUDY AND EVALUATE DEGRADABLE PLASTIC
PRODUCTS AND THEIR POTENTIAL TO CONTAMINATE RECYCLED PLASTIC
FEEDSTOCKS; (4) DIRECT THE DIVISION OF PUBLIC HEALTH IN THE
DEPARTMENT OF HEALTH AND HUMAN SERVICES TO REPORT ON THE
ADMINISTRATION AND IMPLEMENTATION OF THE LEAD-BASED PAINT
HAZARD MANAGEMENT PROGRAM FOR RENOVATION, REPAIR, AND
PAINTING; (5) PROVIDE THAT TYPE 1 SOLID WASTE COMPOST FACILITIES
ARE NOT REQUIRED TO OBTAIN A NATIONAL POLLUTANT DISCHARGE
ELIMINATION SYSTEM PERMIT FOR DISCHARGE OF PROCESS WASTEWATER
BASED SOLELY ON THE DISCHARGE OF STORMWATER THAT HAS COME
INTO CONTACT WITH FEEDSTOCK, INTERMEDIATE PRODUCT, OR FINAL
PRODUCT AT THE FACILITY; (6) DIRECT THE DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES TO ACCEPT ALTERNATIVE
MEASURES FOR STORMWATER CONTROL OTHER THAN PONDS THAT MEET
CERTAIN CRITERIA AT AIRPORTS; (7) PROVIDE CONDITIONS TO ALLOW FOR
TWO NONCONTIGUOUS PROPERTIES TO BE TREATED AS A SINGLE
CONTIGUOUS PROPERTY FOR PURPOSES OF COMPLIANCE WITH LOCAL
WATER SUPPLY WATERSHED PROGRAMS; (8) PROHIBIT TREATMENT OF
LAND WITHIN RIPARIAN BUFFERS AS LAND OF THE STATE OR ITS
SUBDIVISIONS; (8A) AMEND THE NEUSE AND TAR-PAMLICO RIVER BASIN
BUFFER RULES TO ALLOW DEVELOPMENT ON EXISTING LOTS UNDER
CERTAIN CONDITIONS; (9)PROVIDE FLEXIBILITY FOR THE DEVELOPMENT OF
BASINWIDE WATER QUALITY MANAGEMENT PLANS FOR RIVER BASINS
THAT HAVE WATERS DESIGNATED AS NUTRIENT SENSITIVE AND DELAY
THE IMPLEMENTATION DEADLINE FOR LOCAL STORMWATER
MANAGEMENT PROGRAMS UNDER THE JORDAN LAKE NEW DEVELOPMENT
RULE; (10) AMEND THE DEFINITION OF COMMUNITY WATER SYSTEM; (11)
ESTABLISH A VARIANCE PROCESS FOR CERTAIN SETBACK REQUIREMENTS
FOR EXISTING PRIVATE DRINKING WATER WELLS; (12) REPEAL THE
AUTHORITY OF THE ENVIRONMENTAL MANAGEMENT COMMISSION TO ADD
COUNTIES TO THE MOTOR VEHICLE EMISSIONS INSPECTION PROGRAM; (13)
ALLOW THE COMMERCIAL LEAKING PETROLEUM UNDERGROUND STORAGE
TANK CLEANUP FUND TO BE USED FOR THE REMOVAL OF ABANDONED
UNDERGROUND STORAGE TANKS THAT HAVE NOT LEAKED BUT POSE AN
IMMINENT HAZARD; (14) REQUIRE SCRAP TIRE COLLECTORS TO VERIFY
ACCESS TO A PERMITTED SCRAP TIRE DISPOSAL SITE BEFORE
CONTRACTING WITH ANY SCRAP TIRE PROCESSOR; (15) REQUIRE SEPTAGE
MANAGEMENT FIRMS TO PROVIDE IDENTIFICATION OF AND NOTICE TO THE
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES BEFORE
PLACING A PUMPER TRUCK NOT PREVIOUSLY INCLUDED IN A PERMIT INTO
11111
* S 2 2 9 - - 6 *

thereof.
PART VI. DIRECT THE DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES TO ACCEPT ALTERNATIVE MEASURES OF STORMWATER
CONTROL AT PUBLIC AIRPORTS
SECTION 6. G.S. 143-214.7 is amended by adding two new subsections to read:
"(c31 In accordance with the Federal Aviation Administration August 28, 2007, Advisory
Circular No. 150/5200-33B (Hazardous Wildlife Attractants on or Near Airports), the
Department shall not require the use of stormwater retention ponds, stormwater detention
ponds, or any other stormwater control measure that promotes standing water in order to
comply with this section at public airports that support commercial air carriers or general
aviation services. Development projects located within five statute miles from the farthest edge
of an airport air operations area, as that term is defined in 14 C.F.R. & 153.3 (July 2011
Edition), shall not be required to use stormwater retention ponds, stormwater detention ponds,
or any other stormwater control measure that promotes standing water in order to comply with
this section. Existing stormwater retention ponds, stormwater detention ponds, or any other
stormwater control measure that promotes standing water in order to comply with this section
located at public airports or that are within five statute miles from the farthest edge of an airport
operations area may be replaced with alternative measures included in the Division of Water
Quality's Best Management Practice Manual chapter on airports. In order to be approved by the
Department, alternative measures or management designs that are not expressly included in the
Division of Water Ouality's Best Management Practice Manual shall provide for equal or better
stormwater control based on the pre- and post-development hydrograph. Any replacement of
existing stormwater retention ponds, stormwater detention ponds, or any other stormwater
control measure that promotes standing water shall be considered a minor modification to the
State general stormwater permit.
(c4) The Department shall deem runways, taxiways, and any other areas that provide for
overland stormwater flow that promote infiltration and treatment of stormwater into grassed
buffers, shoulders, and grass swales permitted pursuant to the State post-construction
stormwater requirements."
PART VII. PROVIDE CONDITIONS TO ALLOW FOR TWO NONCONTIGUOUS
PROPERTIES TO BE TREATED AS A SINGLE CONTIGUOUS PROPERTY FOR
PURPOSES OF COMPLIANCE WITH LOCAL WATER SUPPLY WATERSHED
PROGRAMS
SECTION 7. G.S. 143-214.5 is amended by adding a new subsection to read:
"(d2) A local government implementing a water supply watershed program shall allow an
applicant to average development density on up to two noncontiguous properties for purposes
of achieving compliance with the water supply watershed development standards if all of the
following circumstances exist:
a) The properties are within the same water supply watershed. If one of the
properties is located in the critical area of the watershed, the critical area
property shall not be developed beyond the applicable density requirements
for its classification.
( Overall project density meets applicable density or stormwater control
requirements under 15A NCAC 2B .0200.
(3I Vegetated buffers on both properties meet the minimum statewide water
supply watershed protection requirements.
O41 Built upon areas are designed and located to minimize stormwater runoff
impact to the receiving waters, minimize concentrated stormwater flow,
maximize the use of sheet flow through vegetated areas, and maximize the
flow length through vegetated areas.
f5j Areas of concentrated density development are located in upland areas and,
to the maximum extent practicable, away from surface waters and
drainageways.
(6) The property or portions of the properties that are not being developed will
remain in a vegetated or natural state and will be managed by a homeowners'
association as common area, conveyed to a local government as a park or
Page 4 Session Law 2012-200 SL2012-200

—r
DWQ USE ONLY
Date Received Fee Paid Permit Number
/
Applicable Rules: ❑Coastal SW-1995 ❑Coastal SW-2008 D Ph II-Post Construction
(select all that apply) ❑Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Albert J.Ellis Airport Overall Airport Permit
2. Location of Project(street address):
264 Albert J.Ellis Airport Road
City:Richlands County:Onslow Zip:28574
3. Directions to project(from nearest major intersection):
From US 17,take US 258 North/NC 24 West to NC 111-Catherine Lake Road.Turn Left onto NC 111 for 5.3
miles.Turn Left onto Albert T.Ellis Airport Road.
4. Latitude:34°49'44.9920" N Longitude:77°36'43.6960"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): ❑New ®Modification ❑Renewal w/ Modificationt
tReneuals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit numberSW8 931005 ,its issue date(if known)April 26,2011 ,and the status of
construction: EINot Started ❑Partially Completed* ❑Completed* *provide a designer's certification
2. Specify the type of project(check one):
®Low Density ❑High Density DDrains to an Offsite Stormwater System DOther
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application,list the stormwater project number,if
assigned,N/A and the previous name of the project,if d' ' rent than currently
proposed,N/A • ECIEWIE
4.a.Additional Project Requirements(check applicable blanks;information on req d st4ttpermits can
obtained by contacting the Customer Service Center at 1-877-623-6748): J/HiN 02 2013
❑LAMA Major ['Sedimentation/Erosion Control:_BY.ac of Disturbed Ar
DNPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:N/A
5. Is the project located within 5 miles of a public airport? ❑No DYes
If yes,see S.L.2012-200,Part VI:http://portal.ncdenr.org/web/wq/ws/su/statesw/rules laws
Form SWU-101 Version 06Aug2012 Page 1 of 6

, III. CONTACT INFORMATION
1.a.Print Applicant/ Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual,etc.who owns the project):
Applicant/Organization:Onslow County
Signing Official&Title:Christopher White,Albert T.Ellis Airport Director
b.Contact information for person listed in item la above:
Street Address:264 Albert T.Ellis Airport Road
City:Richlands State:NC Zip:28574
Mailing Address(if applicable):264 Albert T.Ellis Airport Road
City:Richlands State:NC Zip:28574
Phone: (910 ) 989-3162 Fax: ( )
Email:Chris [e-mail]
c.Please check the appropriate box.The applicant listed above is:
®The property owner(Skip to Contact Information,item 3a)
❑Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
❑Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address(if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
EIVFO
Signing Official&Title:
b.Contact information for person listed in item 3a above: JAN 0 2 2013
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone#: ( )
Form SWU-101 Version 06Aug2012 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Stormwater on the airport will be treated and controlled through a combination of grassed shoulders,
grassed swales,and infiltration trench/bioretention swales.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date:
❑Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
❑Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the Cape Fear&White Oak River basin.
4. Total Property Area:676.88 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area+:676.88 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(NHVV)line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MHI line. The resultant project area is used to
calculate overall percent built upon area(BUA). Non-coastal wetlands landward of the NHW(or MHVV)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/Total Project Area)X 100 =19.12 %
9. How many drainage areas does the project have?1 (For high density,count 1 for each proposed engineered
stormwater BMP. For low density and other projects,use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area_ Drainage Area_ Drainage Area_ Drainage Area_
Receiving Stream Name Please
Stream Class * refer to
Stream Index Number* Appendic C-
Total Drainage Area(sf) Airport
On-site Drainage Area(sf) Supplement
Off-site Drainage Area(sf) Spreadsheet
Proposed Impervious Area**(sf)
%Impervious Area**(total)
Impervious'"`Suiface Area Drainage Area_ Drainage Area— Drainage Area_ Drainage Area_
On-site Buildings/Lots(sf)
On-site Streets (sf)
On-site Parking (sf) E C
On-site Sidewalks (sf)
Other on-site (sf) JAN 0 2 2013
Future(sf)
Off-site (sf) RY,
Existing BUA***(sf)
Total (sf):
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
" Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
***Report only that amount of existing BUA that will remain after development.Do not report any existing BUA that
is to be removed and which will be replaced by new BLIA.
Form SWU-101 Version 06Aug2012 Page 3 of 6

1T. How was the off-site impervious area listed above determined?Provide documentation.N/A
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&Ivi)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. ..O
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants a/A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed,signed and dated)and O&M -X)
agreement(s)for each BMP.
4. Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages)describing the stormwater treatment/managementfor I)
the project. This is required in addition to the brief summary provided in the Project
Information,item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the >1)
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the 1/2
mile radius on the map.
7. Sealed,signed and dated calculations(one copy). It �D
8. Two sets of plans folded to 8.5"x 14" (sealed,signed,&dated),including: >t]
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line . w'.:
waters,and any coastal wetlands landward of the MHW or NHW lines. H 1 /
Ell
o Delineate the vegetated buffer landward from the normal pool elevation of' .ounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal erlh}N 0 2 2013
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BTJA identified and dimensioned. BY:
k. Existing contours,proposed contours,spot elevations,finished floor elevations.
1. Details of roads,drainage features,collection systems,and stormwater control measures.
m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
o. Drainage areas delineated(included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required).
Form SWU-101 Version 06Aug2012 Page 4 of 6

9.= Copy of any applicable soils report with the associated SHWT elevations(Please identify
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"x11"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book:19 Page No:011
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC t4.
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Tustin Dewey,PE,CFM
Consulting Firm:Reynolds,Smith&Hills,Inc. (RS&H)
Mailing Address:10748 Deerwood Park Blvd.South
City:Tacksonville State:FL Zip:32256
Phone: (904 ) 256-2137 Fax: (904 ) 256-2502
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information,item 2a) ,certify that I
own the property identified in this permit application,and thus give permission to (print or type name of person
listed in Contact Information,item la) with(print or type name of organization listed in
Contact Information,item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
EGENE
ll
JAN 02 2013
BY:
Form SWIT-101 Version 06Aug2012 Page 5 of 6

As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DWQ Stormwater permit reverts back to
me,the property owner.As the property owner,it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: Date:
I, ,a Notary Public for the State of ,County of
,do hereby certify that personally appeared
before me this_day of ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item la)Christopher White ,
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
Signature: Date: 11-/21 I i L
I, GVr Y(A 55r4r) ,a Notary+ ` Public for the State of f 1O1i'lI' 1 (&Vb1U County of
d If toti. ,do hereby certify that Cf i it:Y 1�/ U3h t — personally appeared
before me this glday of CeCie►`►4)01 , ,200-,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, ��l� W
SEAL SANDRA J.JANSSEN
NOTARY PUBLIC
ONSLOW COUNTY
STATE OF NORTH CAROLINA
MY COMMISSION EXPIRES 5-17-201
My commission expires .1 A v I 1 +
Er FIVE
JAN 02 2013
1
1
av:
Form SWU-101. Version 06Aug2012 Page 6 of 6

c� /1 .
Transmittal Letter , RS&H Architects-Engineers-Planners,Inc.
111 Architectural,Engineering,Planning and Environmental Services
To: Linda Lewis Date: March 8, 2013
NCDENR --Wilmington Office
127 Cardinal Extension
Wilmington, NC 28405
Project: Albert J. Ellis Airport Stormwater Project Number: 203-1169-002
Permit
We Transmit: For Your:
® Herewith ❑Via Fax El Under Separate Cover Via
El Under Separate Cover Via: ❑ Review and Comment
El In Accordance with Your Request ® Use
❑ Regular Mail ® Overnight Mail El Courier El Signature
The Following:
Copies Date Description
1 03/08/2013 Stormwater RAI Response Letter
2 03/08/2013 22x34 Grading and Drainage Plans
2 03/08/2013 11x17 Drainage Structure Table and Profile Plans
Remarks
Copies To: Sean Brennan RS&H Architects-Engineers-Planners, Inc.
Chris White 8601 Six Forks Drive, Suite 260
CLT File . Raleigh, NC 27615
Phone: [phone]
By: Tom Slater, PE
ECEIVE
MAR 1.12o13
�r:

"SI'
IMPROVING YOUR WORLD
RS&H Architects-Engineers-Planners,Inc.
RS&H Architects-Engineers-Planners,Inc.
8601 Six Forks Road, Suite 260
Raleigh, NC 27615
Voice:[phone]
Fax: [phone]
March 8, 2013
Linda Lewis
Environmental Engineer III
NCDENR Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
[phone] flECEIVE
I)
RE: Stormwater Project No. SW8 931005 MAR 1 1 2013
Conceptual Stormwater Master Plan Permit
Albert J. Ellis Airport BY:
Onslow County
Dear Ms. Lewis:
Thank you for your comments, pertaining to the above referenced project, provided in the
Request for Additional Information Email dated February 8, 2013. Please see the following
responses necessary to complete the application review and approval:
1. It's extremely difficult to follow the contours on the 11x17 plans. There are so few labels
on the contour elevations that I can't tell which way everything is flowing. I need either
larger plans or more contour elevations and spot elevations provided on the plans.
We have attached to our original mailed letter a set of 22"x 34"grading drawings
with additional contour labels.
2. What is planned for the existing sand filter that was permitted under SW8 000810?Will it
be removed or remain in place as a BMP? The proposed O&M plan in Appendix D only
provides for filter strips, level spreaders and grassed swales.
All sand filters will be removed during the proposed Airside/Landside Project and
the low density permit requirements will be in effect.
3. The narrative discusses something called the "Impervious Parking Rule" of 65%
impervious and 35% pervious. What is that and where does it come from? How does it
apply to this low density proposal?
This statement was made referring to the 80% impervious - 20% pervious
Impervious Parking Legislation of Senate Bill 845, which does not apply to coastal
counties. It is discussed for reference only and does not apply to this low density
Page 1 of 3

permit. The future parking lot in Phase IV will be designed with this rule in mind
with approximately 65%impervious— 35%pervious. This will allow for stormwater
runoff to remain "disconnected"prior to entering a closed conveyance.
4. It appears that you are modifying under the 2008 rule at a 24% density limit, is that
correct?The original 1993 permit allowed for a 30% density limit, but would have
removed the majority of the 401/404 wetlands from the project area before calculating
the maximum BUA. Under the 2008 rules, non-coastal wetlands above the mean high
water line may be included as project area, but the non-SA density limit is reduced to
24%. Please confirm which rule you will be meeting.
The proposed conceptual stormwater master plan permit will be a modification to
the low density permit, with an allowable 30% BUA density limit Currently there
are no published wetlands located on the airport property. The wetlands that are
shown in the stormwater permit application are located within the proposed future
land acquisition area. Since this land is not currently owned by the airport, we
could not include it in the current permit calculation areas. The future planned
use for this acquisition area will not impact the existing wetlands. Should this
land acquisition occur in the future, the stormwater master plan permit will need
to be modified to include this area. This future area will not include the wetlands
in the BUA calculations.
5. If this project is being reviewed under low density, there is still a lot of proposed piping,
which is contrary to the intent of low density development. In order to maintain low
density, please ensure that none of the proposed or future BUA is entering the existing
piped drainage. How much of the existing BUA (pre-1993 permit) is draining into the
existing collection system and is not proposed to be "disconnected"?The goal would be
to not need the piped collection because the site has been designed such that runoff
sheet flows off the impervious surfaces, overland flows through grass and then into
grassed ditches and swales, and never touches a pipe (except to get under a road of
course) until it discharges into the existing drainage offsite.
As per the Express Terminal Stormwater Permit meeting on June 11, 2012, the
closed conveyances are necessary due to FAA requirements for airside and
landside design elements. Based on FAA design criteria for grading, passenger
and vehicular safety, landscaping, maintenance, and fly and mosquito control, it is
impossible to create all conveyances as open conveyances. However, the
proposed design elements are disconnected either by overland flow or infiltration
trenches, as discussed during the above referenced meeting. Our proposed
design incorporates an extensive series of infiltration swales that eventually seep
to an underdrain filtration system. During the future parking lot re-design phase,
all existing BUA associated with the parking lots that are currently directly
connected to the storm sewer system will incorporate grassy swales and
infiltration systems to "disconnect"the impervious areas. While more expensive,
our piped stormwater infiltration system serves both as underground storage and
low flow conveyance, which actually increases the time of concentration thus
lowering the overall site discharge rate.
flECEIVEfl
MAR 1 1 2013
Page2of3 BY:

Please let me know if you have any questions or concerns by phone at 919.846.6701 or by
email at [e-mail].
Since" , "6, A
— 1�
Tom Slater, PE
Mid-Atlantic Aviation Manager
cc: Chris White,OA]Airport
Sean Brennan, RS&H
Michael Blackmore, RS&H
File
EGE1VE
MAR 11 2013
BY:
Page 3 of 3

Lewis,Linda
From: Lewis,Linda
Sent: Friday, February 08, 2013 4:29 PM
To: 'Dewey, Justin'
Cc: [e-mail]
Subject: Albert Ellis Airport SW8 931005 MOD
Justin:
I met with Mike Randall about 10 days ago and we discussed this project in some detail. I have the following
questions:
1. It's extremely difficult to follow the contours on the 11x17 plans. There are so few labels on the contour
elevations that I can't tell which way everything is flowing. I need either larger plans or more contour
elevations and spot elevations provided on the plans.
2. What is planned for the existing sand filter that was permitted under SW8 000810?Will it be removed
or remain in place as a BMP? The proposed O&M plan in Appendix D only provides for filter strips,
level spreaders and grassed swales.
3. The narrative discusses something called the "Impervious Parking Rule" of 65% impervious and 35%
pervious. What is that and where does it come from? How does it apply to this low density proposal?
4. It appears that you are modifying under the 2008 rule at a 24% density limit, is that correct?The
original 1993 permit allowed for a 30% density limit, but would have removed the majority of the
401/404 wetlands from the project area before calculating the maximum BUA. Under the 2008 rules,
non-coastal wetlands above the mean high water line may be included as project area, but the non-SA
density limit is reduced to 24%. Please confirm which rule you will be meeting.
5. If this project is being reviewed under low density, there is still a lot of proposed piping, which is
contrary to the intent of low density development. In order to maintain low density, please ensure that
none of the proposed or future BUA is entering the existing piped drainage. How much of the existing
BUA (pre-1993 permit) is draining into the existing collection system and is not proposed to be
"disconnected"? The goal would be to not need the piped collection because the site has been
designed such that runoff sheet flows off the impervious surfaces, overland flows through grass and
then into grassed ditches and swales, and never touches a pipe (except to get under a road of course)
until it discharges into the existing drainage offsite.
Please respond by March 8, 2013.
Thank you for your time.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
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.
i

DRAINAGE STRUCTURE TABLE DRAINAGE STRUCTURE TABLE RS'
STRUCTURE NAME STRUCTURE TYPE STRUCTURE GRATE GRATE TYPE RIM ELEVATION HEIGHT INVERT ELEVATIONS STATION/OFFSET STRUCTURE NAME STRUCTURE TYPE STRUCTURE GRATE GRATE TYPE RIM ELEVATION HEIGHT INVERT ELEVATIONS STATION/OFFSET IMPROVING YOUR WORLD
BASE AUGNMENT A
AS-1 Concrete Mitered End Section SW NV OUT(36) =8230' STATION: 19+96.31 NCDOT Std.840.02 NCDOT Std. 840.03 NW INV IN (24)=86.40' EASE ALIGNMENT A RS1H ArchitectgnglneemPlanners,Inc.
OFFSET:-124.75'L -24 Concrete Catch Basin Frame, Grate,and Hood Type E Grate 92.05 7.53 SE INV IN(18) -Nair STATION:30+75.59
3wBeal SD Forks RA.8uealee
BASE ALIGNMENT A SW INV IN (38) =86.22' OFFSET: 629.83' R RANO,Nc7N1a
AS-2 Concrete Mitered End Section STATION: 18+46.31 61saMG6ia1 FAXavaTseasa
NE IDN IN(38) = 8152' BASE ALIGNMENT A e•menm,eom
OFFSET:-124.91'L LS-25 Concrete Rectangular Ended! NW 9dV OUT(18) =90.10' STATION:30+93.05 Rd n=IEDWIC.a
BASE ALIGNMENT A OFFSET:770.24' R
AS-5 Concrete Mitered End Section NE INV IN(24) = 8265' STATION:23+66.12708 Neenah R-3165 Curb ln!et Frame,Grote. BASE ALIGNMENT A
OFFSET:- ,3812736'L LS-26 93.87
Curb Box or Approved Equal 6.27 STATION:31+5664 ELLIS
BASE ALIGNMENT A OFFSET: 302.36' R
AS-6 Concrete Mitered End Section SW INV OUT(24) -83.10' STATION:OFFSET:- �� NCDOT Std.840.02 NCDOT Std. 840.03 ��
BASE 302 ALIGNMENT A
LS-27 Concrete Catch Basin Frame, Grate,and Hood Type E Grate - 93.40 6.86 NE INV OUT (10) - 66.70' STATION: 31+70.21 M AIRPORT
BASE AUGNMENT A SW EN OUT(15) = 86.54' OFFSET: 535.60' R
AS-7 Concrete Mitered End Section SE INV IN (18) =86.50' STATION:25+93.38 BASE ALIGNMENT A
OFFSET:-118.86'L -� ADS 24'Square 24 Hole 93.50 6.86 (10) =88.64' STATION:32+31.82 ALBERT J.ELLIS
Basin or Approved Equal SW INV INAIRPORT
BASE ALIGNMENT A OFFSET: 535.60' R
AS-8 Concrete Mitered End Section STATION:25+93.10
NW fNV OUT(18)=90.00' OFFSET:39.15'R Neenah R-3165 Curb Inlet Frame,Grate, 845E ALIGNMENT A RICHLANDS,NC
-29 Curb Box or Approved Equal 94.49 6.57 STATION:33+08.65
IS-1 Concrete Mitered End Section BASE0N:AUGNMENT 3
N IW IN (36) =84.67' OFFSET: 297,85' R
OFFSET:522.60'R Neenah R-3165 Curb Inlet Frame,Grate, BASE ALIGNMENT A ALBERT J.ELLIS
LS-30 Curb Box or 93.41 6.27 STATION:33+67.15
NCDOT Std.840.02 Concrete Control Structure BASE ALIGNMENT A APPd Equal OFFSET: 308.33' R NEW TERMINAL
LS-2Type E Grate 89.92 7.08 STATION:21+66.47
Concrete Catch Basin See Details. S INV OUT(35) =84.84' AIRCRAFT PARKING
OFFSET:478.45'R 6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame BASE ALIGNMENT A APRON AND
UD-1 92.27 4.07 STATION:25+58.07
See Detail and Lid or Approved Equal SE INV Do(6) = BB20' LANDSIDE ACCESS
BASE ALIGNMENT A OFFSET: 198.94' R
NCOOT Std.840.36 NCDOT Std.840.37 ROADWAYS(PHASE I)
LS-5 Traffic Bearing Drop Inlet Steel Grate and Frame Type E Grate 92.44 725 NE INV IN (18) -87.29' STATION:25+92.25
ENT A
S INV OUT(24) =87.19' OFFSET:813.61'R UD-2 6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame 93.09 5.45 NW INV IN (6) 87.64' STATION:BASE A251+58.08
See Detail and Lid or Approved EqualENGINEER'S SEAL
NCDOT Std.840.02 NCDOT Std.840.03 BASE ALIGNMENT A SE INV OUT(5) = 87.64' OFFSET:460.43' R ovum
I S-5Type E Grate 91.18 8.33 E INV IN (48) =84.84' STATION:25+03.78 'tN ewe
Concrete Catch Basin Frame,Grate,and Hood W INV OUT(48)=84.84' OFFSET:794.32'R Ol,
6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame NE INV IN (6) - 87.07' BASE ALIGNMENT A Eg �. y=
BASE ALIGNMENT A UD-3 92.50 5.43 STATION:25+58.06 _�,
See Detail and Lid or Approved EqualNW INV IN (6) = 87.07'
NCOOT Std.840.02 NCDOT Ste, 840.03OFFSET: 76192' R 3,?t .P�
LS-7 Type E Grate 90.82 8.17 E INV IN (48)=84.65' STATION:23+73.83 S INV OUT(8) = 67.07'
Concrete Catch Basin Frame,Grate,and Hood SW INV OUT(48) =84.65' OFFSET: 549.55'R - *7T ;?'
6"PVC Clean-Out Neenah R-3487 Airport Inspection Frame
BASE ALIGNMENT A
BASE ALIGNMENT A UD-4 See Detail and Ild orApproved Equal 92,66 4.22 STATION:26+46.96
NCOOT Std.840.02 NCOOT SW.840.03 qSE INV OUT(6)-86.46' OFFSET: 198.94' R LS-8 Concrete Catch Basin Frame,Grate,and Hood Type E Grate 94.26 8.77 N INV IN (15) =87.59' STATION:27+40.41 CONSULTANTS
SW INV OUT(18) -87.49' OFFSET:7137.41'R BASE ALIGNMENT A
8'PVC Clean-Out Neenah R-3487 Airport Ina ion Fame
UD-5 94.00 6.10 MY INV IN (6) = 87.90' STATION: 26+45.131
NCOOT Std.840.02 NCOOT Std.840.03 Type E Grate BASE ALIGNMENT A See Detail and Lid or Approve Equal SE INV OUT(6) = 87.90' OFFSET:480.47' R
Concrete Catch Basin Frame,Grate,and Hood 90.54 7.59 NE IN (48) =8 84.95' OFFSET:887.71'BR
BASE AUGMENT A UD-5 6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame NW I1N IN (6) =87.34' BASE ALIGNMENT A
LS-10 NCOOT Std. 40.02 NCOOT Std. 40.03 Type E Grate 89.71 6.08 STATION:28+96.16 See Detail and Lid or Approved Equal 93,41 6.0E
8 8 NE INV IN (8) = 87.34' STATION:26+46.66
Concrete Catch Basin Frame,Grate,and HoodNW INV OUT(24)=65.63' SW INV OUT(8) =87.34' OFFSET:761.92' R
OFFSET: 101121'R
8'PVC Clean-Out Neenah R-3487 Airport Inspection Frame BASE ALIGNMENT A
NCDOT Std.64D.02 NCDOT Std.840.03 SE INV IN (24) =85.54' BASE ALIGNMENT A UD-7 93.21 4.48 STATION:27+35.57
LS-11 Concrete Catch Basin Frame,Grate,and Hood Type E Grate 92.30 8.88 NE INV N (24) =65.54' STATION:29+17.72 See Detail and Lid or Approved Equal SE INV OUT(6) = 68.73' OFFSET: 198.94' R
NW INV OUT(36)=85.44' OFFSET:929.41'R - -
BASE ALIGNMENT A 6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame BASE ALIGNMENT A
ADS 24'Square 2 HoleUD-8 See Detail and Lid or Approved Equal 94.99 6.82 NW INV IN (6)=88.17' STATION:27+35.42
LS-12 Basin or Approved Equal 92'5 7'� EON OUT(18) =86.70' `NATION:28+43.91 SE INV OUT(6)=88.17' OFFSET: 480.52' R
OFFSET:261.35'R
6'PVC Clean-Out Neenah R-3487 Airport Inspection Frame BASE ALIGNMENT A
NCDOT Std.840.03 BASE ALIGNMENT A UD-9 94.04 6.44 NW INV IN (6) =87.60' STATION:27+3527
See L5-13 NCOOT Std.840.02 Frame,Grata,and Hood "type G Grate 93.94 9.52 W INV IN (18)=86.52' STATION:29+83.87 peril and Let or Approved Equal SW INV OUT(8) =87,60' OFFSET: 761.92' R
Concrete Catch Basin Type G Grate SE INV OUT(18) =88.42' OFFSET:382.47'R
8'PVC Clean-Out B45E ALIGNMENT A
NCOOT Std.NCDOT Std.840.02 840.03 BASE ALIGNMENT A UD-10 Concrete Collar 91.03 2.04 NE INV IN (6) = 89.00' STATION:26+09.74
See LS-14 Concrete Catch Daa n Frame,Grate,and Hood Type G Grate 93.83 9.71 NW INV IN (18)=86.22' STATION: 29+84.89 DetailW 94V OUT(6) =89.00' OFFSET: 938.40' R
Type G Crab SE INV OUT(18) =86.12' OFFSET:589.42'R BASE ALIGNMENT R
8'PVC Clean-Out
UD-11 Concrete Collar 92.28 2.04 STATION: 26+36.31
A
BASE AUGNMENT A See Detail SW INV OUT(6) = 90.25'
LS-15 NCOOT Std.84052 NCOOT Std.840.54 Solid Manhole Cover 93.99 10.01 NW NV IN (18)=86.08' STATION:29+91.33
936.39' R
Concrete Manhole Manhole Frame and Cover NE INV OUT(36)-86.30' OFFSET: 631.93'R BASE OFFSET: 936 ALIGNMENT A
SE INV OUT(42) =B598' UD-12 8'PVC Clean-Out Concrete Collar 95.42 2.04 STATION 29+28.30
See Detail SE INV OUT (6) = 93.38' OFFSET: 727.16' R REVISIONS
NW NV IN (42) =85.72' NO. DESCRIPTION DATE
NCOOT Std.84052 NCDOT Std.840.54 BASE ALIGNMENT A 6'PVC Clean-Out BASE ALIGNMENT A
LS-16 Concrete Manhole Manhole Frame and Cover Solid Manhole Cover 92.97 9.56 SE INV IN (36) =85.41' STATION:29-F27.90 LID-13 Detail Concrete Collar 93,25 4.54 NW INV IN (6) =91.22' STATION:30+37.11
NW INV IN(6)-91.50' OFFSET:887.71'R SE INV OUT (6) = 90.72' OFFSET: 660.50' R
SW INV OUT(48) =85.31'
6'PVC Clean-Out BASE ALIGNMENT A
NCDOT Std.840.02 NCDOT Std.840.03 BASE ALIGNMENT A UD-14 See Detail Concrete Collar 93.79 4.04 NW INV IN (6) =91.75' STATION:30+07.52
LS-17 Concrete Catch Basin Frame,Grate,and Hood Type E Grate 92.08 8.41 NW INV IN(6)=90.53' STATION:30+47.71 SE INV OUT (6) = 91.75' OFFSET: 669.77' R
SW INV OUT(24) =85.67' OFFSET:928.78'R
8'PVC Clean-Out BASE ALIGNMENT A
BASE ALIGNMENT A LID-15 Concrete Collar i1 94.31 4,04 STATION:30+07.52
LS-15 Concrete Mitered End Section • STATION:30+08.03 See email SE INV OUT (6) 92,27 OFFSET: 519.12'R DATE ISSUED, DEcHERna12
NW INV IN (12) =93.30' m 20,OFFSET:500.57'R
RunrrETIEDn: SAE
BASE ALIGNMENT A DRANNan LIRE
LS-19 Concrete Mitered End Section SE INV OUT(12) -93.40' STATION:30+08.03 DESIGNEDer. NEB
OFFSET:466.76'R AEP PROJECT NUMBER
BASE ALIGNMENT A 203-1169-003
203-1169-004
LS-20 Concrete Mitered F..nd&iniinn STATION:30+72.87 ma
SE INV OUT(12) =9268' OFFSET:470.39'R ®_,�" �"�,.,e"�
SHEET TITLE
LS-21 Concrete Mitered End Section BASE ALIGNMENT
NW INV IN (12) =92.50' OFFSET:4 368.49'1 R7
DRAINAGE
�_� NCDOT Std.840.52 NCOOT Std.940.54 Solid Manhole Cover 93.57 8.92 BBASE A:3 MENT A flECE1VEflSTRUCTURES
4
Concrete Manhole Manhole Frame and Cover SE INV OUT(24) =66.65 OFFSET:468.78'R MAR 1 1 2013 TABLE
NCDOT SW.840.52 NCDOT Std.840.54 NE INV IN(18) = 86.47' BASE ALIGNMENT A sxEErNurnecR
-23 Conlaete Manhole irionuoie Frame and Cover Solid Manhole Cover R3.A? Q'1.5 rile GiV in. L24 =86.57' STATION:3O+g4.44
SE INV OUT(24)=86.47' OFFSET:556.33'R I BY'-- C530
U NOT FOR
CONSTRUCTION
D=i,P Cep._.rrNaly.\p._..o',00 a6E2\0,,CL3aa.9 Platted an.3/e/2013 154 PM Malted by:8,1Mw.,MMnael

100 100 100 100 R
PROPOSED GRADE NE INV.OUT(3B•�81.5
ENISf1NG GRADE
/12 PROPED GRACE IMPROVING YOUR WDRLD
90 SW INV. IN(387=82.30 90 90 N NV. IN{387=8467 --- 90
mm RUH kchituls•Enginews•PlannNs,Inc.
- o _ " r 9W180 Forks Rd,Bulb 2B0
Raleigh,NC
I N
j .—_�_--_-j<"_-_ _ -IIn, j _ /// 979d4E0703 FA29�59MSTSSltl80 80 80 72 IF 38•CI.V RCP 0 0.24% ° 147—._
80 "Lk.Nn 1"O1"
_150 IF 38-CL V RCP O OcnR + I xDDc..DruE..x=sNn FaD'cD
fin, ron mum wag F7 N v c*2
S IW.OUT(38•)=84.84 ELLIS
70 00
-1-00 0+00 1+00 2+00 2+50 -1-00 0+00 1+00 2+00 3+00 3+50 •
E AIRPORT
Station Station
SYSTEM 1 SYSTEM 2 ALBERT J.ELLIS
AIRPORT
STRUCTURES AS-1 AND AS-2 STRUCTURES LS-1 AND LS-2 MICHLANDS,NC
110 — 110 110
tta
1�A + RBtELEV. =90.82 ALBERT J.ELLIS
RN D.EV =91 8
r Ew NY.IN 1487=84.84 INV
E INV.IN :481 =84.65 NEW TERMINAL
100 .'�c�.t-„_ - - a f INK au-(4S�=84.84 SW .OUT 08}84.35 AIRCRAFT PARKING
(BY�OTHERS) ' NC LIES 100 100 -- 100 APRON AND
(BY OTHEs) LANDSIDE ACCESS
PROPOSED -. ' _\ f4.PROPPED GRADE ROADWAYS(PHASE I)
m m
184 IF 24-Ct.V RCP 0 0. % MOTETS SEAL
N
a 90 --- — _ 7 NG 90 90 NE INV.I (2•�82.65 90
au 3 � N 4 �5
+ r. 4
33
80i ----"\i 60 80 -6 0
DAWNS MES TO 8E �� (BTE 48'CLASS II RCP 93 tF 4B'CL 11 RCP O 0.1DX cam 46•CLASS mRCP sw NV.our(2•1=83.10 80 , O!
CONNECT PROPOS. RCP OW OTHERS) tiA,BREa
TO REMAINING WITH -E70S'TING 46•CLASS II RCP
A CONCRETE PIPE .. (BY OTHERS) EXISTING GRADE CONSULTANTS
SEE '
70 70
0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+50 -1-00 0+00 1+00 2+00 3+00 3+50
Station
Station
SYSTEM 3 SYSTEM 4
STRUCTURES LS-4,LS-6,LS-6A,LS-7,LS-9,AND UD-10 STRUCTURES AS-5 AND AS-6
110 110 110
110
EXILING GRADE
100 100 100
156 IF TV CI.V RCP O 2.24%
PROPOSED GRADE 100
ELLGRAOF
m , z m
0 90 SE IN.IN UB9=BS .- -_ < ----�----------------------- ----------
-- -_-
- -___ -I 90 a 90 'Ltll LF HOPE O 0.20R 1 281 LF 6•HOPE O 0.20% ,11 r"-i— Lk UO-3 90
o
E WING GRADE 'r r RIM ELEV.=92.50
NE IN.IN On-87.07
!!EE2 Nw IN.IN(61=87.07
80 .. NE IN.OUT(181=90.00 80 80 -=-92•27 RN NV. IN t6 57.64 S NY.OUT(d`)=87.07 80
SE IAV.OUT(61=88.20 SE INV. OUT(87=5784 REVISIONS
ND. DESCRIPTION DATE
70 -1 70
-1-00 0+00 1+00 2+00 3+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
Station
Station
SYSTEM 5 SYSTEM 6
DATEE3MEDr DEC91eEN 20,2012
STRUCTURES AS-7 AND AS-8 STRUCTURES UD-1,UD-2,AND UD-3 REVIEWED Iffi SAM
DRAWN SW MS
DESIGNED ET me
A@ PROJECT NUMBER
203-4169.003
203-11694104
CE1� ©amern=3d,tam we xus de
E
SHEET TrimMAR 11 2013 DRAINAGE
STRUCTURES
- PROFILES
BY: SHEET NUMBER
C531
NOT FOR
CONSTRUCTION
.mains C+pv_•o*\ p. .-12“rWmpI322 A t:3,-owa.., Malin on/3/5/2013 1.5 W PGW I$MI,mad

110 I 110
R
LNG GRAD. IMPROVING YOUR WORLD
100 /-PROPOSED GRADE 100
RUH Architectangineers Plamers,Inc.
BEw SO FDA,Rd,SWF 260
1,., - - Ra1.1gh,NC VOW
9194/6-6701 F6X919679A339
rt 90 282 LP 6'fflPE v 0207E 281 LF 8'HOPE 0 0.20% -- - - vorrumandhsom
90 WO CRdMLkEM A.39RA•I-0IN•C76
IdL ILEA
RIM F ry - RIM ELEV.-9U 41
80 RDAEIEV. -92.68 NW ENV.IN[6)=67.80 NW ENV.N(6')-87.54 80PAdmi ELLIS
SE ENV.OUT(6')-88.48 SE RN.OUT(61=67.90 NE W.N (81=8734 ontoA!R O RT
s�
SW ENV.OUT On=87.34
70
ALBERT J.ELLIS
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
AIRPORT
Station RICNIJWDS,NC
SYSTEM 7 ALBERT J.ELLIS
STRUCTURES UD-4,UD-5,AND UD-6 NEW TERMINAL
110 AIRCRAFT PARKING
110 110 110 APRON AND
UO-3 LANDSIDE ACCESS
RIM ELEV. =92.50 ROADWAYS(PHASE I)
M INV. IN(81-67.07
EXI's191G GRADE RIM ELEV.=994.00044 COSTING GRADE S W.OUT(8_..87.07 100 EN011�NENCSEE!LL
100 / PROPOSED CRADE 100 100 NW ENV.IN(c)=87.80 PROPOSED GRADE tI OAR
SW ENV.OUT 87=87.80 -s a� jy
RIM ELEV=-=-8t t9 c 4' v. .7 n
------------- ---___ E IW. IN 48 84.64
90 282-LF 6'1 arc O 0.21)% _ --------
-- 90 .261 LF 6 HOPE II o.zo11 so rt so - w W.our(48�=8484 Ta ¢
TwZols
LF 8'HDPE O 0.30 i
1\ eONSMTANTS
�� PoM ElEV.=94.99 RN L_EV.=9 0044 80 80 80
80 SE ENV.OUT( 1 8B.73 NW INV.IN,(67=88.17 NW NV.N,(87=87.60
SE INK OUT(6'k 88.17 SW ENV.OUT(LI'"87.60
RIM ELEV.(61 =87.3 litE1 1B LF 8'HDPE 0 0.30X
NW RN. N (6'-87.3A
NE W. (8}=67.3k 1 LF 8'HOPE 0 0.36%
70 SW ENV.OLT(8'}=87.3=
I
0+00 - 1+00 2+00 3+00 4+00 5+00 6+00 7+00 0+00 1+00 2+00 3+00 4+00
Station
Station
SYSTEM 8 SYSTEM 9
STRUCTURES UD-7,UD-8,AND UD-9 STRUCTURES UD-3,UD-6,UD-9,AND LS-6
-10 110 110 110
LS=111.
RIM E-EV.=94.26
RIM ELEV. =t NNV N(8')=87�
100 N INV.IN(1)-)=6/.'�9 PROPCGED GRAM cx NFAL IU!SWIM IMP INLtI 100 100 SW 9N OUT(16')-97.49 PROPOSED GRADE 10D
SW 1W.OUT(I8')=87.49 (W OTHERS) CORING GRADE
D ' LAISIMAI WPM WATER -
m CONVECT TO OL
a 90 --------------- ---- -� 90 0 90 -,'�-- SEPARA70R(BY OTHERS) 90
o
� .'_ _ - I ? +, - - -: Li=. REVISIONS
J rN64 M0. DESCRIPTION DATE
• RIM ELY.=9 109LF'S'CL III RCP OOSO7T
80 80 80
S INK OUT(241=87.19 8U
LF24'CLII RCP 00.167I
70 70
-1+00 0+00 1+00 2+00 3+00 4+00 0+00 1+00 2+00 3+00
SATE I96NB.DECEMEBER 9D,2012
Station Station REVIEWED WO SAE
DRAWN BY, IBM
SYSTEM10 SYSTEM 11 DESIGNED BY. EWEAEP PROJECT MINDER
STRUCTURES LS-5 AND LS-6A STRUCTURES LS-8 2003-1169.004
REC t/V1 ®= .e 1. a== ...e.Dnn n3.3.K
MEET TIT9E
MAR 11 2013 DRAINAGE
STRUCTURES
PROFILES
BY: -
EMMET MEMBER
C532
NOT FOR
CONSTRUCTION
Prods,:D\m..*kalt,\pa_usErVms15324\auem1-0bJ5304 PYgW m 3/9/2013 10.38 PM nalr h+ea.rnw..Dm1

11a 11a 110 I 110
PROPOSED GRADE -
NRIM WINV.V.=9297 PROPOSED GRADE
NW INV.IN(44=B5./2jr
EXISTING GRADE EXISrNG GRADE
SE INV. IN(351 -85.41 1 RIM EL_V.=9228 IMPROVING YOUR WORLD
NW INV.IN(8� 91.50RIM ELEV...90.54 SW INV.OUT(87-90.25
100 SW IN.OUT 481=85.31E INV.IN (87=88.50 100 100 1 DO
NE INK 1N(48�=84 95 RUH Arehtectsagineersanners,Inc.
8601 SO Fedn Rd.SUR RN
m mR.INOh.NCTi815o` 90 -------- `° _ 90 e1 oaf
_- brae WI%E wm
o - + 90 = 90 - - xuDcxorllElERn.RN1•F0E•DR
���-- IF 5'HDPE C 0.55%
---- LICII
RN ELEV.= 91.03
80 NE NV.IN�358 LF 48'CL 11 RC2 0 0.10% 80 80
W W.OUT((B)=89.00 80 5 ELLIS
AIRPORT
0+00 1+100 2+100 3+00 4+00 5+00 0+00 1+100 2+00 3+00 4+000 ALBERT J.ELLIS
AIRPORT
Station Station MIRANDA NC
SYSTEM 12 SYSTEM 13 ALBERT J.ELLIS
STRUCTURES LS-9A AND LS-16 STRUCTURES UD-10 AND UD-11 NEW TERMINAL
AIRCRAFT PARKING
110 110 110 110 110 110 APRON AND
LS-15 LANDSIDE ACCESS
1172 PROPOSED GRADE PROPOSED GRADE RDA Ei EV.=93.99
RIN F3E► -9542 jg 1g RIM . =93.94 .E u IAr.IN(181-58.08 ROADWAYS(PHASE I)
SE IN. OUT(8�=93.38 RIM ELEV.=9297 W SW. OU 181) = .52 NE INV OUT(387-88.30
NW INV.IN(42')=85.72 RIA ELEV.=9 MING GRADE
SE INV OUT(427=8598 RNGIIEEFs SEAL
100 SE INV.E(al-au, 100 100 100 1 DO ::°
nlxnlly,
NW INV IN(87=91.50 E INV OUT('87=86 70 PROPOSED GRADE ZN CARD
SW INK OUT(48")=85.31, ---------- _---- f COSTING GRADE 2�? ��;_
0 90 o 90
9a ------
o
80 158 LF 8-HOPE O 1.19% G GRADE 80 80 182 LF 18'CL II RCP O O.1D eoNsu�TANm
Ls-13 202 LF 18'a III RCP 0 0.10%J LS=L4 IV
RDA ELEV. =93.94 Bo ea IaM ELT.=9s.es ea
W INV. N (18') =88.52 VW INV. IN (18')=58.22
OF IIN CHIT(IR')-N949 SF INK OUT 081-55.12
38 IF ir CI.II RCP 0 0.10%
70 70 70
0+00 1+00 2+00 3+00 0+00 1+00 2+00 3+00 0+00 1+00 2+00 3+00
Station Station Station
SYSTEM 14 SYSTEM 15 SYSTEM 16
STRUCTURES LS-16 AND UD-12 STRUCTURES LS-12 AND LS-13 STRUCTURES LS-13,LS-14,AND LS-15
no no no 110 no • 110
PROPOSED GRADE RIM ELEV. - LS_10 PROPOSED GRADE
NW INV.N(42') =85.72 RIM ELEV.=89.71- LR-18 _
S: I N.IN(38• EL�i 41 7
NW INV.OUT(247=85.83 RNW I IN(42�9=8572
100 UMW GRADE luv E(57 =91 90 100 100 E><SRNG GRADE 9E INV. IN (NY) =65.41
SW IW.OUT(451=55.31 NW INV.IN(87 =4150 100 100 MN Imo, N(12�=9330 too
SW INV.OUT(481=55.31
---- -
0 90 - 90 0 90 - 90 0 90 - 90
r - o - y. a-
m REVISIONS
D F
= _ 1- 34 IF 12'CL II RCP 0 0.29% NO. DEICmpT1oN DATE
LS15 81 LF 24'CL III RCP 0 0.102 \\ 5 V.OUT 12 93.40
80 RI;
ELEV. 93.88 80 80 \ 80 80 Lw INV.
80
-_=
NMINKN(1B)=88.08 LF4rCL III RCF00.1O% RIM�V -a2.30
ll 38LF38'CLIIIRCP00.10%
N.INV.OUT(38')-88.30 S INV.IN(24 -85.5{
SE INV.OUT on-85.98 NE INK N(2A�-85.54
70 NW INV.OUT(357=85.44 70 70
0+00 1+00 2+00 3+00 0+00 1+00 2+00 3+00 0+00 1+100 2+00
DATE IEEUER DECE0BE1 Y0,2012
Station Station Station REVIEWED HTe 11E
. DRAWN WO NW
DESIGNED BYe E11
SYSTEM 17 SYSTEM 18 SYSTEM 19 AEF PROJECT NUMBER
STRUCTURES LS-15 AND LS-16 STRUCTURES LS-10,LS-11,AND LS-18 STRUCTURES LS-18 AND LS-19 2 116 m04
SHEET TITLE
DRAINAGE
E IV STRUCTURES
PROFILES
MAR 1 1 20t3 BIEET NUMBER
C533
��� NOT FOR
CONSTRUCTION
C..49:C\PP_w,*yn_c+W-b...V=+mr\asv1-CUsvr., wawa=S/Mzu Ills PM Pixw by:axwmn.Michael

120 120
7`- RM ELEV.-9208 R.911
110 110 110 RIM ELEV. =93.25 NW IN.IN(6'=90.53
NW li
IN..IR(I-) =91.2' ! I 64 =95 57 110 110 1 10
IMPROVING YOUR WORLD
SE IN.OUT(87-90.72 --__---■ EH Architects Igineers�Iann1IS,Inc
uD-IA
MD
RIM ELEV.-94.31 -------■ 91Ef 4S64 701For FAX
Rd.,Selo 43
E70SIING SE IW.our -92.27 R.A IDn,NC laws
oom
1 DO 28 LF 12'CL III RCP O 0.63X 100 100 (� 100 100 10D wDaa661m FAxinow.rsrinm9f=s�3aT39
rn PROPOSED GRADE NO aRlw IkonNoLlNDJwIN.cN
PROPOSED GRADE 79 IF 36'CL II RCP 0 0.1• �� ■0
m -�T'�- _-_ _- -=• E9ISIING GRADE
I
__________________
0 90 I 90 90 I -e- _ �__ �� 90 0 90 i��f ---""r-----__ 90
�$-27 151 IF 8' HOPE 0 0 345g.
ELLIS
_ EXISTING GRADE NW IN(18� 86.OB , _ - �LtC AIRPORT
NW NV.IN(12�-9250 (36 �Er ��.ED StRUCNRE O.
UD 14 NE OUT - 86.30 24' PTO
80 80 80 . ALBERT J.ELLIS
14-20 LW NV. IN(6 -91.75 8D 80 . N I . IN (24� =25 80
SW NV OUT(12�-92.68 SE W.OUT(• =91.75 67 Lf 6'HOPE O 0.28X CO , .- - FlE p
RIM ELEV.=9205 /2:.a 3 a_1 y, AIRPORT
19 IF 6'HOPE O 0.28% -- . IN (18')-89.78 ■ RICMLANOS.NC
70 I + 70 IN =86•22 70
0+00 1+00 2+00 0+00 1+00 2+00 3+00 4+00 4+50 -1+00 0+00 1+.0 2+00 2+30
ALBERT J.ELLIS
Station Station Station NEW TERMINAL
AIRCRAFT PARKING
SYSTEM 20 SYSTEM 21 SYSTEM 22 LAND8IOOE Access
STRUCTURES LS-20 AND LS-21 STRUCTURE UD-13,UD-14,UD-15,AND LS-17 STRUCTURES LS-15 AND LS-24 ROADWAYS(PHASE I)
no D 110 no 110 ENOINEER`S REAL
RIM EY.=9208 _� D05TING GRADE pI��N N
NW INV. IN 981-90.53 SE INV.OUT(241=B6.65 ?�I' �y,'1`
SIN INV.OUT(241=85.67I
1 LF 24'CL II RCP 0 O.10X
100 E1IISnNG GRADE 100 100 y PROPOSED GRADE 100 C
PROPOSm GRACE . _92.05 OF. N a!
BRA
"-' _�� m --- SE IN. IN (18') = 59.76
r CONSULTANTS
0 90 [74'
F 90 Q 9D SW INV. IN (36� _ 86.22
111 [- 90
o _ .----- TIE :•,- , 15'RCP TO I-1
// ` LS-11 •..•.:'o SIRUCIURE
/ RIM B.W.-92 30 N IN.IN(157-89.08
80 J SE Iw-PI(2}l_�5a 80 80 �•.,I�- •+•.- am FFIO r TIC G 24'RCPTO NO
NE 1W.N(24')-85.54 VERIFY EtEVA710N 1�23
126 Li 24°CL III - P 0 0.10X NW IN.OUT(36'- 35.44 82 IF 24'CI.III RCP•0.10X RN�--93.92 N INK IN 24
NW I .N(241=86.57 VERFY ELEVATION.
70 SE I .OUT(24'-86.47 70
0+00 1+00 2+00 3+00 -1-00 0+00 1+00 2+00 3+00 3+50
Station Station
SYSTEM 23 SYSTEM 24
STRUCTURES LS-11 AND LS-17 STRUCTURES LS-22,LS-23,AND LS-24
120 120
Is-r2
RIM Ely.-93.40
110 NG INK UUT(11f) 06. 110
SW IN.OUT(181-88.54 DIETING GRADE REVISIONS
NO. DESCRIPTION DATE
100 RN EEV.=93322 GRADE 100 110 110
NE IN.N(8')=86.47
NW IN.N(24 86.57 1�2,1 EXISTINi GRADE
SE W.OUT(24 86.47 NNI EI8Y.-NL4J �� j�
rn
I 1 NW INV.OUT L181=90.10 t�2a
0 90 90 100 =Rno G RIM ELEV. 92<05 100
NN NV.IN(247•66.40 -
SE NV.IN(187 -89.76
DATE=UMI.DECEMSER 20,1012
rn - -- REVIEWED BY, NAB
DRAWN DY, IMO
80 74'IF 18'HOPE 0 O. =al 80 11 90 - - 90 DESIGNEDn, Isis
RIM ELEV.=93.50 j AEP PROJECT NUMBER
57'IF 10'HOPE O 0.10X SW NV.IN(In -86.64 203vl169 GNa
140 IF 18'CL II RCP 0 0
®xaaR.r,004 9• re.
70 -- 70 80 - Te 27O .4'RCP M 80 5NIETTrtaE
N NV.N 241-8825
VERIFY ELEVATION. FlELD DRAINAGE
60 7D STRUCTURES
0+00 1+00 2+00 3+00 0+00 1+00 2+00 3+00 3+50 PROFILES
Station Station SHEET NUMBER
SYSTEM 25 SYSTEM 26 C634
STRUCTURE LS-23,LS-27,AND LS-28 STRUCTURES LS-25 AND LS-24 NOT FOR
CONSTRUCTION
Draw.,cNn_..eM\.+t-nW.-NO\a.*srl.\.....-adsa.a Pww o.e 3/e/20Id 11.11 w nmr Is.e.Iw=,..M,..I

110 110 110 110 110 -_--_ 110
MI PROPO.SIJ GRADE •
_�--' r n 15-28 EXISTING GRADE EXISTING G' ,E IMPROVING YOUR WORLD
100 ITE2
100 tOD RIM ELEV. - 94A9 /- 100 1ODM t00 RSBHArchiects•Englneers•Planners,Inc.
/ �� 801 SD Forks Rd,Suite 260
0 90 ---� -!!!� 90 (2 90 ---___ 90 Raleigh.ISI.0615
—_—I— 90 rt 90 < 919d666701 019473411139
I wwN.nenln.Dan
o > PROPOSED GRADE o �IIc:ii• 1. PROPOSEIk GRADE wncwn,u>.xo•Non•wIN•cN
•IRTi3l---RIM ELEV.-9367 RIM ELEV. =93.41 ----
60 THIS « RE WILL B 80 60THIS UCiURE WILL BHA 60 8D '"J ELLIS
NEENAH R—,165 CURB —__ NEENAH R-3165 CURB NLET FRAM THIS IIRSTRU , RE WILL B 80
:.11 ., :.. •: -:•,I • 2. - E• NEENAH R—, 165 CURB
THAT WILL RAIN TO A CDOT CON• ETE THAT WILLDRAIN TO A NCDOT CONCRETE THAT WILL DRAIN TO A DOT iiiii
FLUME TO E OPEN •• ANCE, FLUME • TIE OPEN CCNVEYANCE FLUME TO TI1E OPEN ••NVETANCE
70 70 •
70 ALBERT J.ELLIS
-1 00 0+00 1+00 2+00 —1+00 0+00 1+00 1+50 —1�I-00 0+00 1+00 2+00
AIRPORT
Station Station Station RICHLANDS,NC
SYSTEM 27 SYSTEM 28 SYSTEM 29 ALBERT J.ELLIS
STRUCTURE LS-23 STRUCTURE L3-25 STRUCTURE LS-26
NEW TERMINAL
AIRCRAFT PARKING
APRON AND
LANDSIDE ACCESS
ROADWAYS(PHASE I)
ENGINEER'S SEAL
11 CART]E�6s
N01kA.91t�``'t
CONSULTANTS
REVISIONS
Na DESCRERION DATE
1
DATE MUSH OEGBIIEER 00.2012
SEVIEIIED OD SAE
DRANK ITT EIB
DEOIS1IEO IT• NM
ARP PROJECT NUMBER
203.1169.003
203.1169.004
ea.a awn Aomom,we.
SHEET TITLE
CEIVE DRAINAGE
STRUCTURES
li MAR 1 1 2013 PROFILES
ONSET NUMBER
gv: C535
NOT FOR
CONSTRUCTION
Dmr i c\-_*'J.�1AA_usa\Nes.OLI\GC511-0.3... Pill erc 3/I/]01]1IrS PM Rolled 2$BsVm.,Mel=

AIRPORT SUPPLEMENT SPREADSHEET
%Disconnected
Disconnected Connected { i. Length of Length of
Impervious %Impervious °Open Impervious Area r -
River Basi Development Area Open Space ImperviousImpervious Piped Vegetative
Area (% BUA) • Space Area (Of Total Area Numbers Conveyance Conveyance
Impervious)
Fr (Acres) (Acres) _(Acres (Acres) r- (Acres) rHrs) _ et) (Feet) i
Existing 454.12 55.84 12.30% 398.28 87.70% 51.61 92.44% • 4.22 1 65.5 3.89 7,561 40,572
Cape Fear Proposed 454.01 62.18 13.70% 391.83 86.30% 58.13 93.48% 4.05 66.1 3.89 8,108 41,867
Future 454.01 91.65 20.19% 362.36 79.81% 89.78 97.96% 1.87 68.5 3.89 See Note 4 See Note 4
Existing 222.77 31.79 14.27% 190.98 85.73% 29.54 92.93% 2.25 66.3 4.16 2,539 24,730
White Oak Proposed 222.87 30.99 13.90% 191.88 86.10% 29.46 95.06% 1.53 66.1 4.16 2,309 I 25,446
Future 222.87 37.76 16.94% 185.11 83.06% 37.44 99.16% 0.32 67.3 4.16 See Note 4 See Note 4
Disconnected
Total Total% DisconnIi
Connected Length of Length of
Total Site Total Ope Total% mpervious Area Curve
ViDevelopment Impervious Impervious(°� Empery Impervious Pipe Vegetative
Areae (Of Total Number'Area BUA) AreImpervious) Area Conveyance Conveyance
-a..
(Acres) (Acres).-- . , _,(Acres (Ac L (Acres) _ Irs)._W. .,(Feet) (Feet)
Existing 676.88 87.62 12.95% 589.26 87.05% 81.15 92.62% 6.47 65.8 1 N/A 1 10,100 65,302
Airport Totals Proposed 676.88 93.17 13.76% 583.71 86.24% 87.58 94.01% 5.59 66.1 N/A 10,417 67,313
Future 676.88 129.40 19.12% 547.48 80.88% 127.22 98.31% 2.18 68.1 N/A See Note 4 See Note 4
Notes:
1. Proposed development includes the new terminal and airside/landside projects(Phase I shown on Figure 4).
2. Future development includes development Phases II-V.
3. Future development impervious area shall be disconnected to the maximum extent practible.
4. Future development shall utilize vegetative conveyances to the maximum extent practicable. Piped conveyance shall only be used as culverts under roadways, runways,and taxiways.
PC
ey,. Ni§'

PROPOSED DRAINAGE SUB-BASINS& BMP DEVICES/PRACTICES
Treated at Volume Req`d Storage
; Basin Name _ •ervious �' lmpervious Point of Simple Method Provided
Treatment ID No. River Basin- _Area(Acres) Area(Acres) Area (Acres). Treatment Device. Description of Area Generation? P=1.5" (CF) (CF)
OAJ-01 Cape Fear 40.41 39.40 1.01 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-02 Cape Fear 32.14 30.70 1.44 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0
OAJ-03 Cape Fear 41.06 40.10 0.96 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0
OAJ-04 Cape Fear 23.43 22.51 0.91 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road, Runway Yes 0
OAJ-05 Cape Fear 3.26 2.37 0.90 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road, Runway Yes 0
OAJ-06 Cape Fear 57.89 47.78 10.11 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road,TW A Yes 0
OAJ-07 Cape Fear 17.16 11.97 5.19 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Runway,TW A Yes 0
I OAJ-08 Cape Fear 14.72 9.92 4.80 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Runway,TW A Yes 0
OAJ-09 Cape Fear 13.20 8.77 4.44 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Runway,TW A Yes 0
OAJ-10 Cape Fear 45.07 42.00 3.07 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road, Runway Yes 0 20000
OAJ-11 Cape Fear 4.36 4.29 0.06 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0
OAJ-12 Cape Fear 27.82 20.83 7.00 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road, Runway Yes 0
OAJ-13 Cape Fear 28.26 27.12 1.14 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0
OAJ-14 White Oak 19.70 15.40 4.30 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Apron, Road,TW A Yes 0
OAJ-15 White Oak 9.93 6.33 3.60 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Runway,TW A Yes 0
OAJ-16 White Oak 8.74 5.57 3.17 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Runway,TW A Yes 0
OAJ-17 White Oak 23.64 19.29 4.35 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road, Runway Yes 0
OAJ-18a White Oak 13.89 12.98 0.91 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-18b Cape Fear 45.53 44.17 1.36 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-19 White Oak 9.72 8.75 0.97 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-20 White Oak 6.80 5.67 1.13 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-21 White Oak 9.31 8.12 1.19 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road, Runway Yes 0
OAJ-22 White Oak 37.55 36.62 0.92 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0 12000
OAJ-23 White Oak 1.03 0.80 0.23 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-74 White Oak 1.17 1.00 0.17 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-76 White Oak 1.40 1.16 0.25 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot, Road Yes 0
OAJ-82 White Oak 0.81 0.77 0.04 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot, Road Yes 0
OAJ-90 White Oak 2.26 1.51 0.75 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot, Road Yes 0
OAJ-92 White Oak 6.05 1.26 4.80 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Apron,TW A Yes 0
Other Pery Area White Oak 68.75 67.88 0.87 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Open Space, Road Yes 0
Other Pery Area White Oak 0.87 0.87 0.00 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Open Space Yes 0
Other Pery Area Cape Fear 22.40 22.40 0.00 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Wooded Area Yes 0
_-- , T r*V. ome R 1d' : Storage
. rested
Basin Name/ l Pervious Impervious . Point of Simple Metho Provided
Treatment ID No. River Basin, 'rea (Acres) Area(Acres) Area (Acres) - ill -nt Device Description of Area : Generation? ' -1.5" (CF) (CF)
OAJ-101 , Cape Fear i 6.16 2.96 3.20 • Disconnected Surf.,Veg. Filter Strip, Grassed Swale Apron,TWA Yes 0
OAJ-102 Cape Fear 1.33 0.89 0.45 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Apron, Road Yes 0
OAJ-103 Cape Fear 6.59 2.77 3.83 Disconnected Surf.,Veg. Filter Strip,Grassed Swale, Detention. Apron Yes 0 1850 1
OAJ-104 Cape Fear 2.22 1.44 0.78 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0
• OAJ-105 1 Cape Fear 1 1.70 0.69 1.01 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Apron,TW A Yes 0
OAJ-106 Cape Fear 0.13 0.13 0.00 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Landscaped Area Yes 0
• OAJ-107 I Cape Fear I 1.10 • 0.52 0.58 Disconnected Surf.,Veg. Filter Strip, Grassed Swale 1 Apron Yes I 0

PROPOSED DRAINAGE SUB-BASINS& BMP DEVICES/PRACTICES
--. . - - - _ Treated at Volume Req`d - Storage
-
Basin Name/ li , Pervious Impervious = Point of Simple Method Provided
reatment ID No. River Basin r Area(Acres) Area(Acres) Area (Acres) ' Treatment Device Description a Generation? P=1.5" (CF (CF)
OAJ-108 Cape Fear 5.78 1.27 4.51 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Apron,TV,/A Yes I 0
OAJ-109 Cape Fear 0.57 0.43 0.14 Disconnected Surf.,Vegetative Filter Strip Sidewalk, Flag Memorial Yes 0
OA1-110 White Oak 2.36 1.67 0.69 Connected Impervious, Discharges to Grass Swale Parking Lot, Road Yes 4026
•
OAJ-111 Cape Fear 0.53 0.15 0.37 Connected Impervious, Discharges to Grass Swale Road, Sidewalk No 1980
OAJ-112 Cape Fear 0.52 0.15 0.37 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road,Sidewalk Yes 0
OAJ-113 Cape Fear 0.12 0.04 0.08 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road,Sidewalk Yes 0
OAJ-114 Cape Fear 0.41 0.00 0.41 Connected Impervious, Discharges to Grass Swale Parking Lot No 2145
•
OAJ-115 Cape Fear 1.00 0.73 0.26 Disconnected Surf.,Veg. Filter Strip, Grassed Swale Road Yes 0 380
OAJ-116 Cape Fear 0.88 0.00 0.88 Connected Impervious, Discharges to Grass Swale Terminal Building No 4561
OAJ-117 Cape Fear 0.34 0.00 0.34 Connected Impervious, Discharges to Grass Swale Road,Sidewalk No 1735
OAJ-118 Cape Fear 0.27 0.04 0.23 Connected Impervious, Discharges to Grass Swale Apron No 1215
OAJ-119 Cape Fear 0.79 0.26 0.53 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road,Sidewalk Yes 0
OAJ-120 Cape Fear 0.30 0.25 0.06 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road Yes 0
OAJ-121 Cape Fear 0.07 0.00 0.07 Connected Impervious, Discharges to Grass Swale Trash Facility No 347
OAJ-122 Cape Fear 1.37 0.43 0.94 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot, Road Yes 0
OAJ-123 Cape Fear 1.09 0.74 0.35 Disconnected Surf.,Veg. Filter Strip,Grassed Swale, Detention Road,Sidewalk Yes 0 440
OAJ-124 Cape Fear 0.27 0.12 0.14 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Road,Sidewalk Yes 0
OAJ-125 Cape Fear , 0.09 0.07 0.01 Disconnected Surf.,Vegetative Filter Strip Road,Sidewalk Yes 0
OAJ-126 Cape Fear 0.05 0.04 0.01 Disconnected Surf.,Vegetative Filter Strip Sidewalk Yes 0
OAJ-127 Cape Fear 0.84 0.24 0.60 Connected Impervious, Discharges to Grass Swale Road,Sidewalk No 3163
OAJ-128 _ Cape Fear 0.46 0.19 0.27 Disconnected Surf.,Vegetative Filter Strip Parking Lot, Sidewalk Yes 0
OAJ-129 Cape Fear 0.57 0.00 0.57 Connected Impervious, Discharges to Grass Swale Parking Lot No 2953
OAJ-130 Cape Fear 0.64 0.00 0.64 Connected Impervious, Discharges to Grass Swale Parking Lot No 3312
OAJ-131 Cape Fear 1.10 0.26 0.84 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot Yes 0
OAJ-132 Cape Fear 1.34 0.56 0.78 Disconnected Surf.,Veg. Filter Strip,Grassed Swale Parking Lot, Road Yes 0
OAJ-134 White Oak 0.67 0.12 0.55 Connected Impervious, Discharges to Grass Swale Road,Sidewalk No 2891
OAJ-135 White Oak 1 0.02 I mpervious, Discharges to Grass Swale Road No 81
OAJ-136 White Oak 0.57 0.20 0.37 Disconnected Surf.,Vegetative Filter Strip Parking Lot, Road Yes 0
OAJ-137 White Oak 0.88 0.12 0.76 Connected Impervious, Discharges to Grass Swale Parking Lot No 3951
Treated at'-"-' Volume Req'd Storage
Perviousmpervious Point of Simple Method Provided
41.1.tBasin Name River BaI .... .... . ... .........
rea (Acres) Area(Acres) evice ' Description of • 'Generation? P=1.5" (CO (CF)
Cape Fear 455.33 389.69 65.64 See above See above See above 21,412 22,670
Totals: White Oak 226.11 196.08 30.03 See above See above See above 10,950 12,000
I Airport 681.45 585.77 95.68 See above See above See above 32,362 34,670

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OAJ AIRPoRT
ALBERT J. ELLIS AIRPORT
STORMWATER MANAGEMENT FACILITIES
MASTER PLAN CONCEPTUAL DESIGN REPORT
Onslow County ������
Jacksonville, North Carolina
RS&H No. 203-1169-002 JAN 0 2 2013
December 2012 APPROVED BY:`Z)I93/chi
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
„Rs!'"
DIVISION OF WATER/ QUALITY o_%1 i i,/, ,
J' _GC6 .. ;( �/i
IMPROVING YOUR WORLD 02 — �A �� •' '"
RS&H Architects-Engineers-Planners, Inc. ct 0( Z • � 4
8601 Six Forks Road, Suite 260 o 36$ • 3
Raleigh, North Carolina 27615 �:
[phone] % sl;lit tilik;-4.•
www.rsandh.com `.

/Architectural, Engine ring,Planning. LY Environmental Services
Reynolds,Sn..t{h and I-iUls,inc.
2008 Corporate Center Drive Suite 410
Charintt ,NC 28226
Voice:[phone]
Fax: [phone]
December 19, 2012 rph
Linda LewisEnvironmental Engineer IllO
NCDENR Division of Water Quality 815 ?0j3
127 Cardinal Drive Ext.
Wilmington, NC 28405
[phone]
RE: Albert J. Ellis Airport Stormwater Permit
Onslow County
Dear Ms. Lewis:
Please find the enclosed airport stormwater permit package for the above referenced project.
Below is a list of the action items from the second meeting on June 11, 2012. Please review our
responses to the actions items. These responses and resulting changes can also be found in
the permit narrative.
Action Items
1. The RS&H Team is to develop a conceptual plan for the public parking lot redevelopment
illustrating the envisioned application of stormwater BMP's consistent with what is being
adopted elsewhere in the terminal area.
Action:A conceptual plan for the public parking lot has been developed and is shown in
Figure 4. The existing parking lots are directly connected to the stormwater collection
system. The proposed conceptual plan will utilize sheet flow into grassed swales to
disconnect all impervious parking areas within the loop road. There will be no piping
except for culverts under roads and sidewalks. The plan also proposes using pervious
pavement such as pavers for all sidewalks associated with the parking lot. Also, the
impervious parking rule is met with the conceptual plan as 65%is Impervious and 35%is
pervious. This change significantly reduces the amount on connected impervious on the
airport. Refer to the Airport Supplement Spreadsheet in Appendix C of the enclosed
report.
2. RS&H shall add a notation to the stormwater master plan stating that the proposed land
acquisition acreage shown on the master plan is not included in the low density permit.
Action: The requested notation has been added to all exhibits that show the future land
acquisition area. The land acquisition acreage and associated future BUA have been
Page 1 of 2

removed from the Airport Supplement Spreadsheet in Appendix C. An airport
supplement spreadsheet that represents the overall future development with the land
acquisition included is shown in Appendix G, for refororwe only.
3. RS&H shall analyze other BMP options for the terminal roof drains that meet the
requirements of the NFPA Code and FAA criteria.
Action: The terminal roof drain collection system that drains to the airside of the building
(approximately half of the roof area) is being treated by an oil-water separator before
entering the stormwater collection system. The portion of the roof that drains from the
landside portion of the terminal building is connected directly to the stormwater system.
All of the roof drains are fitted with a raised and slotted drain to prevent any debris from
the roof from entering the drainage system. See attached building plans for roof
collection system layout and details.
4. RS&H will initiate an Express Permit for the modification of the high density permit that LPA
filed for the 2 sandfilters in order to get a permit to receive local building permits and initiate
contract awards for the first to enabling projects_ The Express Permit will be presented on
6/21/2012 at 3:00 pm at the Wilmington NC NCDENR Office by Mr. Blackmore. Mr. White
will need to provide a$2,000 application fee and sign and notarize the application.
Action: The Express Permit package to modify permit SW8 000810 for the New Terminal
and T-Hangar Relocation project was submitted on June 21, 2012. Request for Additional
information was received, and comments were addressed and submitted to NCDENR on
July 3,2012. A permit for the construction of the project was received on July 26,2012.
Please let me know if you have any questions or concerns by phone at 904.256.2137 or by
email at i
[e-mail].
Sincer
Justin ewey, PE, CFM
Senior Water Resources Engineer
cc: Chris White,OAJ Airport
Sean Brennan,RS&H
File
Page 2 of 2

fish?
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TABLE OF CONTENTS
LIST OF TABLES 2
LIST OF FIGURES 2
LIST OF APPENDICES 3
1.0 GENERAL INFORMATION 4
1.1 Project Location 4
1.2 Project Need 4
1.3 Project Description 5
2.0 EXISTING CONDITIONS 6
2.1 Existing Basins 6
2.2 Soils 7
2.3 Groundwater 8
2.4 Existing Stormwater Management 8
3.0 PERMITTING 9
3.1 Permitting History 9
3.2 Proposed Permitting 12
3.3 Anticipated Permits 13
4.0 PROPOSED AND FUTURE CONDITIONS 14
4.1 Proposed Basins 14
4.2 Design Criteria 14
4.3 Hydrologic Parameters 14
4.4 Disconnected Impervious Area 15
4.5 Best Management Practices 16
4.6 Environmental Impacts 17
5.0 CONCLUSIONS AND RECOMMENDATIONS 19
6.0 SCHEDULE 19
7.0 REFERENCES 20
ELLIS 1 "0
OAJ_ AIRPORT

11
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LIST OF TABLES
Table 1 -OAJ Existing Basin Parameters 7
Table 2- OAJ Existing Permit History 10
Table 3- OAJ Proposed & Future Development 11
Table 4- OAJ Proposed Basin Parameters 15
LIST OF FIGURES
Figure 1 - Project Location Map 4
Figure 2- USGS QUAD MAP A
Figure 3-AIRPORT LAYOUT PLAN A
Figure 4- DEVELOPMENT PLAN A
Figure 5- EXISTING CONDITIONS A
Figure 6-SOILS MAP A
Figure 7- EXISTING CONDITION CONVEYANCE A
Figure 8- EXISTING CONDITION CONVEYANCE A
Figure 9- EXISTING CONDITION FLOW PATHS A
Figure 10- EXISTING CONDITION FLOW PATHS A
Figure 11 - PROPOSED CONDITION CONVEYANCE A
Figure 12- PROPOSED CONDITION CONVEYANCE A
Figure 13- PROPOSED CONDITION FLOW PATHS A
Figure 14- PROPOSED CONDITION FLOW PATHS A
Figure 15- EXISTING CONDITION CONNECTED IMPERVIOUS A
Figure 16- PROPOSED CONDITION CONNECTED IMPERVIOUS A
Figure 17- PROPOSED CONDITION STORMWATER MANAGEMENT A
ELLIS 2 "'; �•,
AIRPORT viger

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Reynolds.Smith and Hills.Inc.
LIST OF APPENDICES
A REPORT FIGURES
B GEOTECNHICAL INFORMATION
C SUPPLEMENT FORMS AND CALCULATIONS
D OPERATION AND MAINTENANCE PLAN
E MEETING MINUTES FROM JUNE 11, 2012
F TERMINAL ROOF PLANS
G FOR REFERENCE ONLY- AIRPORT SUPPLEMENT SPREADSHEET
WITH LAND ACQUISITION AND ASSOCIATED BUA
ELLIS 3
a' 4i
OM, AIRPORT ��

1181►.::
IMPROVING YOUR WORLD
rtoynNd$.a{ml h end HIt.,Ine.
1.0 GENERAL INFORMATION
1.1 Project Location
The proposed development is located at Albert J. Ellis Airport (OAJ) in Onslow County,
North Carolina. See Figure 1 below for a general location map. Refer to Figure 2 in
Appendix A for the USGS Quad Map.
Figure 1 — Project Location Map
1 i a. i-+F...
1 1 1 z.Li 1..1'1 Crodata'
ALBERT J.ELLIS AIRPORTNal"l`i !I�r r i li i";x
Forrn F
a
SOW
a •
i'til.illid16111.-11k*
Tcp__
KEYI'4IAP
W1li't 1iftglo1 +J 4
1.2 Project Need
Several reasons exist in support of the need for this project. Most importantly is the
Airport's need for a new terminal and support facility so that it can meet the forecasted
demand and remain competitive and relevant as the regions primary commercial and
cargo service airport. Along with the terminal development plan, the Airport has the
desire to place all the current and future proposed development on property under a
single stormwater permit. This application requests that all existing permits be replaced
with a single airport specific permit following the guidance of the NCDENR BMP
DEL IS 4
. ;
Oki AIRPORT

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Reynolds.Smith end Hills,Inc.
Toolbox for Public Airports. The primary driver for this action is to reduce wildlife
attractants on and near the airfield in order to increase the safety of the air traveling
public. Since many traditional stormwater management practices promote standing
water for extended times, they have been identified by the. FAA, NCAA, NCDENR and
other aviation industry stakeholders as wildlife attractants that are hazardous to aircraft.
This is discussed in FAA Advisory Circular 150/5200-33B, Hazardous Wildlife
Attractants On or Near Airports. In accordance with the FAA Advisory Circular, North
Carolina Senate Bill 229 Part VI states that DENR shall not require stormwater control
measures with standing water at airports and shall permit BMPs such as grassed
buffers, shoulders, and grass swales that provide overland flow and infiltration. Thus,
the underlying goal of the new airport permit and BMP toolbox for airports is to reduce
or eliminate these practices while implementing other practices which have been shown
to provide equal or better stormwater treatment.
1.3 Project Description
The airport development is in accordance with the approved Airport Layout Plan (ALP)
shown in Figure 3, Appendix A. Development from the ALP is divided into five
construction phases described below. Refer to Figure 4 in Appendix A for the
Proposed Development Projects. Phase I will be constructed first and is referred to as
the "proposed" condition in this report and analysis. The "future" condition is the site
development after the remaining phases have been constructed.
Phase I:
• Passenger Terminal and Associated Infrastructure (Landside and Airside)
• Land Acquisition
Phase II:
• GA Facilities, including terminal, parking lot, apron, replacement hangars, etc.
• Rental Car Maintenance Facilities
Phase III:
• GA Facility Access Road
• Air Traffic Control Tower, Access, and Parking
• Airport Maintenance & Equipment Storage Facilities
Phase IV:
• Fuel Farm Relocation
• Parking areas
• Runway 23 Hold Apron & Runway 5 Extension
Phase V:
• Runway 23 Extension
• Additional Airport Development
ELLIS 5
OAJAIRPORT

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Reynaldo.Smith and Hilo,Inn
Existing Conditions
1.4 Existing Basins
The airport property is divided into two basins: South and North. Refer to Figure 5 in
Appendix A for the Existing Drainage Conditions.
The South basin contains the majority of the airfield and terminal area on the airport
property. Existing collection systems, overland flow, and swales convey stormwater to
intermittent streams which discharge to Back Swamp located in Cape Fear Basin. Back
Swamp is classified as Class C Swamp waters (C;Sw). Class C is a primary freshwater
classification described by DWQ as "waters protected for uses such as secondary
recreation, fishing, wildlife, fish consumption, aquatic life including propagation, survival
and maintenance of biological integrity, and agriculture. Secondary recreation includes,
"wading, boating, and other uses involving human body contact with water where such
activities take place in an infrequent, unorganized, or incidental manner". Swamp waters
is a supplemental classification described by DWQ as "waters which have low velocities
and other natural characteristics which are different from adjacent streams".
The North basin contains a smaller portion of the airfield and terminal area. Existing
collection systems, overland flow, and swales convey stormwater to intermittent streams
and ditches/canals which discharge to Southwest Creek in White Oak Basin. Southwest
Creek is classified as Class C Nutrient Sensitive Waters (C;NSW). Class C is a primary
freshwater classification which is described above. Nutrient Sensitive Waters is a
supplemental classification described by DWQ as "waters needing additional nutrient
management due to being subject to excessive growth of microscopic or macroscopic
vegetation".
The hydrologic parameters of the existing basins are summarized below in Table 1.
ELLIS 6 4,.
OAJ AIRPORT

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IMPROVING YOUR WORLD
IIaynolds,Small and Hilly,he.
II Table 1 - OM Existing Basin Parameters '
--Tr"il
.-w o 1
w. .. I
Total 0 4 si o N to
Basin I Area ° '0 _ a I E 0
© o
CAPE FEAR 454.12 [ 55.84 12.30 51.61 65.5 3.89
WHITE OAK 222 77 31.79 14.27 29.54 66.3 4.16
AIRPORT 676.88 87.62 12.96 81.15 65.8 N/A
TOTALS
1
1.5 Soils
The U.S. Department of Agriculture, Natural Resources Conservation Service (NRCS)
maps for Onslow County, North Carolina (see Soils Map in Appendix A, Figure 6)
indicate the following mapping units underlie the development area:
• Goldsboro-Urban land complex
• Leon fine sand
• Foreston loamy fine sand
• Woodington loamy fine sand
Foreston loamy fine sand consists of moderately well-drained soils on uplands. Slopes
range from 0 to 2 percent. Goldsboro-Urban land complex consists of 50% moderately
well-drained Goldsboro soil, about 30% Urban land, and soil that has been disturbed
during urban development. Slopes range from 0 to 5 percent. Leon fine sand and
Woodington loamy fine sand consist of nearly level, poorly-drained soil on uplands.
Foreston loamy fine sand and Goldsboro-Urban land complex are hydrologic soil type
"B". Woodington Loamy fine sand and Leon fine sand are hydrologic soil type `BID".
ELLIS 7 KA)
(E"‘t AIRPORT , v_
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1.6 Groundwater
Geotechnical reports for the terminal project show groundwater measurements of 1 to 7
feet below existing ground and an estimated seasonal high groundwater table of 1 to 3
feet below existing ground. See Appendix B for the geotechnical report. High
groundwater conditions are not favorable for use of dry facilities for stormwater
treatment.
1.7 Existing Stormwater Management
As discussed previously the primary form of stormwater conveyance on the site are
open, grassed swales. There is minimal collection system or curb and gutter in the
existing condition. This is all in an effort to minimize the impact on the environment and
provide an easily maintainable landscape for the airport. The terminal development
area is on the highest part of the site and is not within the primary time of concentration
flow path to the ouffall(s). As a result of past permitting requirements, there are some
sand filter BMP's that treat stormwater runoff from a portion of the terminal parking lot
and the GA T-Hangar areas. A good portion of the existing impervious area is
considered disconnected per the criteria in the BMP toolbox. See Figures 7-10 in
Appendix A for a depiction of the existing basins, stormwater conveyances and flow
paths.
ELLIS 8 .•F' *.
oA AIRPORT

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2.0 PERMITTING
2.1 Permitting History
North Carolina Department of Environment and Natural Resources (DENR)
Division of Water Quality (DWQ) is the agency responsible for statewide
regulatory programs in surface water and groundwater protection. The project is
in the Wilmington Region.
OAJ currently holds two existing stormwater permits with DWQ: SW8 931005
and SW8 000810. Permit SW8 931005 is a low density permit which allows a
maximum density of 30% Built Upon Area (BUA) on the airport property. Projects
that fall under this permit are vested to the 1995 rules. The permit covers the
construction of 944,021 square feet (21.7 acres) of BUA within a 672.75 acre
project area. SW8 000810 was a high density special-use permit to construct
taxilanes and future hangars which added only 2.5 acres of BUA to a general
aviation site of approximately 672.75 acres. No hangars were built on this site
and existing taxilanes are scheduled for demolition in the proposed development
projects. The permit also covers a parking lot expansion project which added
0.64 acres of BUA. Only these specific projects are subject to the 2008 rules.
Any proposed project at the airport will fall under these permits and a permit
modification or plan revision will be required. Permit SW8 931005 also states that
the two permits be combined before airport expansion occurs so that only one
permit will apply to the airport. Table 2 below summarizes the existing permits
and modifications.
ELLIS 9
Oar AIRPORT i .;

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Reynolds.Smith and HIS.,Mc.
Table 2— OAJ Existing Permit History
.1 Total jSite
i^
Cumulative °o
Permit Elate Permitted
Area it Permitted Project
t to BUA►(sq-ft) (Ac) �"- Q
Construction of
SW8 931005 6-Oct-93 Low 348,480 672.75 1.2 30 Perimeter Road&
Apron Repair
Construction of
SW8 931005 Perimeter Road.Apron
Rev 20-Jan-95 Low 527,076 672.75 1.8 Repair,&Taxiway
Widening
Construction of
SW8 931005 Perimeter Road,Apron
Mod 26-Apr-11 Low 538,051 672.75 1.8 30 Repair,Taxiway
Widening,&Pump
Station
2004 Airfield
SW8 000810 26-Apr-05 High 826,854 672.75 2 8 30 Improvements, LPA
Drainage Area 4, BMP
Sand Filter#1
2004 Airfield
Improvements, LPA
SW8 000810 26-Apr-05 High 842,535 672.75 2.9 30 Drainage Area 5, BMP
Sand Filter#2
2004 Airfield
Improvements,LPA
SW8 000810 26-Apr-05 Low 884,788 672.75 3.0 30 Drainage Area 3, No
BMP required for low
density
Parking Lot Expansion,
SW8 000810 RS&H Drainage Area
Mod 24-Oct-08 High 944,021 672.75 3.2 30
I Basin 5, BMP Sand
Filter#3
*Total%BUA is permitted BUA only.It does not include existing non-permitted BUA.Refer to Table 3.
ELLIS . 10
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Reynaldo,$mhh and I4Ws,Inc.
All proposed development must be categorized by density based on its BUA
percentage or percent impervious area over the site. The proposed development
results in the total site built upon areas shown in Table 3. Note that the Total
Cumulative % BUA decreases after Phase I because the Total Site Area
increases with land acquisition. After Phase V, there is approximately 20% total
site BUA which is below the 24% allowable for low density under the 2008
Coastal County criteria.
Table 3-- °Ail Proposed & Future Development
- f-- - -- - � Total r - — - --
I
Phase of Project Site Total Allowable
Development Cumulative Project
pmenit BUA(ac) Area %BUA %BUA
(ac)
Existing --- 676.88 12.95 30 ---
I 5.55 676.88 13.76 24 New terminal&airside/landside
access
I Land
0.00 700.80 13.29 24 Land acquisition
Acquisition
11 General Aviation(GA)facilities,
12.25 700.$0 15.04 24 Rental car maintenance facilities
_
GA facility access road,Air traffic
III 3.35 700.80 15.52 24 control tower,Airport
maintenance facilities
Fuel farm relocation,Parking
II IV 17.19 700.80 17.53 24 areas, Runway 23 hold apron&
Runway 5 extension
Runway 23 extension,Additional
V ` 21.36 700.80 20.13 24 airport development
Note: This table represents all development per the airport ALP, including land
acquisition and its associated BUA. However, land acquisition acreage is not
included in the low density permit. Refer to the Airport Supplement Spreadsheet
in Appendix C for BUA calculations that exclude land acquisition.
EL L I S 11 +�e�C o-.
C AIRPORT � ' `

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IMPROVING YOUR WORLD
Reynolds.smida and HIM,ins
2.2 Proposed Permitting
Public airports throughout North Carolina continue to develop to meet the needs
of the expanding population of the state. Public airport expansions include the
addition of newly constructed hangars, terminal building expansions, runway
extensions, and construction of new taxiways and apron or ramp areas. Each
airport has a long-term master plan, known as an Airport Layout Plan (ALP). The
ALP includes future expansion plans, and shows the impervious surfaces that will
be constructed. OAJ's ALP as discussed previously is the basis for the
stormwater master plan and permit.
Wildlife, including birds and mammals, is a threat to human safety during takeoff
and landing, and stormwater BMPs must not increase that threat. To that end
the Draft BMP Toolbox for Public Airports as published by NCDENR was used to
as the basis for the requested Low Density Airport Specific Permit.
Planned development maintains a total site BUA well below 24%. Since the
airport is a single tract of land with prescribed building restriction lines that limit
development of airfield properties and the potential BUA is maintained
significantly below the high density threshold pursuant to 15A NCAC 02H
.1005(3)(a), the overall development consistently meets the criteria for a low
density classification.
Low-density development must meet the following design requirements, included
in the 2008 Session Law under Section 15A NCAC 02H .1003(d)(1) for
development activities within coastal counties that drain to non-SA and non-ORW
waters:
• Built-upon area of 24 percent or less;
® Stormwater runoff transported primarily by vegetated conveyances;
conveyance system shall not include a discrete stormwater collection
system as defined in Rule .1003 of Section 15A NCAC 02H;
• A 50 foot wide vegetative buffer between new development activity and a
30 foot wide vegetative buffer between redevelopment activity and
surface waters.
Adoption of these requirements is a stated goal in the design criteria for future
development projects. Along with these requirements the Airport plans also
locate the higher density portion of the site at the highest/farthest point from the
rt ELLIS 12
AIRPORT , =

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IMPROVING YOUR WORLD
Rgnalda.Smith and Hills.Inc.
outfalls, disconnect impervious surfaces to the greatest extent practicable,
preserve open space, utilize small scale BMP's to treat runoff at the source and
promote overland flow. This approach maximizes the flow path lengths and
times of concentration and promotes infiltration. As such the Airport feels that
the development should be permitted as a low density development and requests
this per the proposed Airport permitting approach.
2.3 Anticipated Permits
Sedimentation/Erosion Control Plan: This is required by
NCDENR Division of Land Resources for projects that disturb more
than 1 acre. This will be required for each phase of development.
NPDES Stormwater General Permit for Construction Activities:
This will be required for each phase of development. Upon
receiving permit approval for the Sedimentation/Erosion Control
Plan, the project will automatically be covered by a state NPDES
Stormwater General Permit NCG01000 from DWQ.
401/404 Wetland Permit: This applies to projects with impacts to
wetlands. This permit may be required after Phase I land
acquisition occurs.
NPDES Industrial Stormwater Permit: Airport General Permit No.
NCG150000 is required for stormwater discharges associated with
industrial activity from Air Transportation facilities. This includes a
Stormwater Pollution Prevention Plan, which will need to be
modified for the proposed development.
ELLIS 13
. AIRPORT ' p

RS11
IMPROVING YOUR WORLD
Reynolds,Smith and HMIs,Inc.
3.0 PROPOSED AND FUTURE CONDITIONS
3.1 Proposed Basins
Proposed basin lines are substantially similar to the existing basin lines. Several
existing basin lines are modified in the terminal and general aviation facilities,
including the apron, parking, and roadways which maintain the flow to the
southern outfall. Proposed basin lines are depicted in Figures 11 and 12 in
Appendix A.
3.2 Design Criteria
Based on the draft BMP toolbox for airports the primary focus of the stormwater
management is to preserve the natural flow paths, disconnect as much of the
impervious surface as possible and maintain the peak post development
discharge at or below the peak pre development discharge for the 1 yr-24hr
design discharge. Proposed drainage elements will include vegetative
conveyances to the maximum extent practicable and a 50 foot wide vegetative
buffer between proposed development and at least 30 feet between
redevelopment and surface waters. This will include grassed swales with no
steeper than 3:1 (H:V) side slopes. In addition a minimum of 8 feet has been
provided between almost all impervious surfaces and the conveyance system. A
small amount of impervious area is being collected at the front of the terminal
building and within the existing parking lot. Due to the safety of the passengers
utilizing the airport facilities, aviation security needs, and ADA requirements, curb
and gutter will be installed which will require portions of the terminal curb front
must be collected to prevent concentrated flow in areas of pedestrian traffic. See
Figures 13 and 14 in Appendix A for proposed condition flow paths.
3.3 Hydrologic Parameters
Utilizing the design criteria described above, the proposed hydrologic parameters
are summarized below in Table 4. Refer to the Airport Supplement Spreadsheet
in Appendix C for detailed calculations, which include all BUA to be included in
the low density permit. An Airport Supplement Spreadsheet for the overall future
development with land acquisition acreage and associated BUA has been
included in Appendix G, for reference only.
f 14

It.90
IMPROVING YOUR WORLD
Reynotdo.smith and I1II,,Ine.
Table 4- OAJ Proposed Basin Parameters
Total
Basin Arty c .
(Ac) cs ae 3
E a
Proposed 454.01 62.18 ' 13.70 58.13 66.1 3.89
CAPE FEAR
Future 454.01 91.65 20.19 89.78 68.5 3.89
Proposed 222.87 30.99 13.90 29.46 66.1 4.16
WHITE OAK
Future 222.87 37.76 16.94 37.44 67.3 4.16
AIRPORT Proposed 676.88 93.17 13.76 87.58 66.1 N/A
TOTALS
Future 676.88 129.40 19.12 127.22 68.1 N/A
Note: This table does not include any acreage associated with future land
acquisition.
3.4 Disconnected Impervious Area
Disconnected Impervious area is defined by the BMP toolbox as impervious or
impermeable surface which is directed to a pervious area to allow infiltration,
filtration and increased time of concentration. The BMP toolbox has several
requirements for an impervious surface to be classified as disconnected. Based
on these requirements the existing and proposed impervious surfaces at the
airport have been classified as either connected or disconnected. Figures 15
and 16 in Appendix A display this information graphically. Table 4, above,
summarizes the disconnected impervious areas on the site for the proposed and
future development conditions. As requested in the meeting on June 11, 2012, a
conceptual plan for the public parking lot (part of Phase IV) was developed to
disconnect all impervious surfaces associated with the parking lot. Currently, the
parking lot is directly connected to the stormwater collection system. The
proposed conceptual plan redevelops the area to provide sheet flow to grassed
swales. Refer to Figure 4 for the proposed redevelopment of the parking area.
ELLIS 15
OMAIRPORT

Reeff
IMPROVING YOUR WORLD
Rnynalds,Smith and HIM',Inc.
3.5 Best Management Practices
Using the design criteria established for the site and the current BMP toolbox for
airport developments several BMP's were identified as suitable for use at OAJ.
Those BMP's are:
• Open Conveyances
• Disconnected Impervious Area/Overland flow
• Bioretention Swales
• Dry Detention
Open Conveyances — This BMP has been utilized to the maximum extent
possible on the airfield. The existing swales on the site have proven to me
suitable and maintainable by the Airport. They have also been shown to be
effective at removing pollutants and suspended solids from average storm
events. Maintenance of these features consists of routine mowing and removal
of trash and other debris.
Disconnected Impervious Area/Overland Flow — This concept is somewhat
unavoidable on the majority of the airside impervious area. FAA grading criteria
governs the width and slope of the areas immediately adjacent to runways,
taxiways and aprons. These areas, know as shoulders and safety areas are
relatively flat (less than 3%) and in most cases wider than the area flowing to
them. This idea has been extended to the roadways and parking areas wherever
possible. Research has shown that the majority of the pollutant removal occurs
in the first 8 feet of overland flow. For the entrance roadways, parking lots and
staging areas around support facilities a minimum of 8 feet of overland flow has
been provided between the impervious area and the open conveyance.
Maintenance of this area consists of routine maintenance and preservation of the
stand of grass.
Bioretention Swaies — This BMP is utilized in three different landside locations
to assist in the infiltration of stormwater runoff. It is designed to enhance
performance of the open swale conveyances by providing additional infiltration
through the use of engineered soil underlain by a gravel layer surrounding a
perforated pipe. This type of BMP configuration will reduce ponding time and
increase infiltration.
ELLIS 16 4` 1
AIRPORT c ` '

.IS_
IMPROVING YOUR WORLD
Reynolds,Smith and Hills,Inc.
Dry Detention —While this method does control discharge by detaining runoff in
an open water configuration, it is the most effective BMP for this site in terms of
peak discharge attenuation. Detention was avoided to the maximum extent
possible but in order to meet the peak discharge a dry detention swale is
proposed along the runway between the safety area and the perimeter
road/fence. This BMP is a modification of the existing swale where there will be
a "shelf" and a weir added to the swale that will provide the flow attenuation
required to meet the pre/post discharge at the south outfall. The north outfall due
to the other BMP's will not require the use of any detention swaies. Maintenance
of these facilities is the same as a normal swale consisting of routine mowing and
debris removal.
See Figurel7 in Appendix A for proposed stormwater management plan.
Refer to Appendix D for information on BMP Operation and Maintenance.
As requested in the meeting on June 11, 2012, RS&H analyzed other BMP
options for the terminal roof drain. The terminal roof drain collection system that
drains to the airside of the building (approximately half of the roof area) is being
treated by an oil-water separator before entering the stormwater collection
system. The portion of the roof that drains from the landside portion of the
terminal building is connected directly to the stormwater system. All of the roof
drains are fitted with a raised and slotted drain to prevent any debris from the
roof from entering the drainage system. See enclosed building plans for roof
collection system layout and details.
3.6 Environmental Impacts
Wetlands
A section 404 jurisdictional features site evaluation was performed in August
2011 by CZR Inc. with the Army Corps of Engineers (COE) in attendance. The
evaluation flagged approximately 14 acres of wetlands south and southeast of
the airport in the area near proposed land acquisition. The draft wetlands map is
pending approval by the COE and the wetlands are shown on Figure 4. All
planned development is placed adjacent to the wetlands so as to provide a
minimum of 30' buffer thereby not impacting the wetlands. Stormwater from
ELL`IS 17 . ' `
•AJ AIRPORT I

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IMPROVING YOUR WORLD
Reynolds,smith and HIlia,Inc.
existing and proposed areas does at one point leave the airport property and flow
through an undeveloped portion of channel. This portion of channel is not
expected to have any increase in discharge or velocity flowing through it as a
result of this project.
Floodplains
According to FEMA Flood Insurance Rate Maps (FIRM), the proposed project will
not encroach on any FEMA floodplains.
Wildlife
When land acquisition occurs in Phase I, a wildlife survey will be conducted as
part of the environmental assessment.
ELUS 18 ow
, AIRPORT

il�e
IMPROVING YOUR WORLD
Reynolds,smhh and Hills,Inc.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Future development at OAJ consists of five phases scheduled to be constructed
over the next three to four years. When combined with the existing permitted and
non-permitted built upon area, these projects will result in a total of 20% BUA on
the airport property.
Importantly, any future development of the Albert J. Ellis Airport must comply with
regulations and policies imposed by the Federal Aviation Administration and the
U.S. Department of Agriculture that reduce and eliminate waterfowl, other
migratory birds and wildlife habitat on and in the vicinity of the airport. Albert J.
Ellis Airport has been designated as having a "high risk" bird strike environment.
We believe that the stormwater management approach outlined in this master
plan permit application will satisfy all of these requirements.
Utilizing concepts outlined in BMP Toolbox for airports the site will comply with
and be good stewards of the environment by providing stormwater treatment that
complies with the intent of the NCDENR airport permit.
5.0 SCHEDULE
Master Plan Conceptual Permit—Aug 2012
Construction Bid for Phase I —Aug/Sept 2012
Construction Start for Phase I— Sept/Nov 2012
Construction Estimate for Phase II —2013-2014
Construction Estimate for Phase III —2014-2016
Construction Estimate for Phase IV—2016-2018
Construction Estimate for Phase V—2018-2020
fELUS 19
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OAJ AIRPORT

IMPROVING YOUR WORLD
Reynolds,Swath and Hills,Mc.
6.0 REFERENCES
Federal Emergency Management Act, DFIRM Database
North Carolina Department of Environment and Natural Resources, Division of Water
Quality, Correspondence with Linda Lewis
North Carolina Department of Environment and Natural Resources, Division of Water
Quality, GIS Data Downloads
http://207.4.252.94/DWQ Data Dist/
North Carolina Department of Environment and Natural Resources, Division of Water
Quality, Stormwater BMP Manual
http://portal.ncden r.ora/web/wq/ws/su/bm p-manual
North Carolina General Assembly-Session Law 2008-211
http J/www.ncaa.state.nc.us/Sessions/2007/Bills/Senate/P D F/S 1967v4.pdf
U.S. Department of Agriculture, Natural Resources Conservation Service, Soil Survey
Geographic (SSURGO)database for Onslow County, NC
• E L I S 20 a '"`°��
- AIRPORT t'

CD
7
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WUNIWYINQ YOUR WORLD
APPENDIX A
Figure 2— USGS QUAD MAP
Figure 3—AIRPORT LAYOUT PLAN
Figure 4— DEVELOPMENT PLAN
Figure 5— EXISTING CONDITIONS
Figure 6—SOILS MAP
Figure 7— EXISTING CONDITION CONVEYANCE
Figure 8 — EXISTING CONDITION CONVEYANCE
Figure 9 — EXISTING CONDITION FLOW PATHS
Figure 10— EXISTING CONDITION FLOW PATHS
Figure 11 — PROPOSED CONDITION CONVEYANCE
Figure 12— PROPOSED CONDITION CONVEYANCE
Figure 13— PROPOSED CONDITION FLOW PATHS
Figure 14— PROPOSED CONDITION FLOW PATHS
Figure 15— EXISTING CONDITION CONNECTED IMPERVIOUS
Figure 16— PROPOSED CONDITION CONNECTED IMPERVIOUS
Figure 17— PROPOSED CONDITION STORMWATER MANAGEMENT
ELLIS A e••`` F�`
OA-I AIRPORT

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7111/101/ , .- � Run.ey Oan.ndan.� .____ 140'■ " .___._.__' ' ---_.__�.._"__ NQWIFK7AT10W>3 Y.J r,-,..'r_Ji,. iTANDAR09 ('4008 RF.'R101D5,SI.TH NND HILLS 0'C.
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1 1 I/;/ f!/ / / 1 onNS/aver Aircraft(Moe) YO-w Sens
— M-Nrf PFIPOtn UPC N/A DATE OF FAE 6".Y4EB QESOP-aTkl3 SHEET TITLE
1 ,o7r 37X(Ts/149,000.9 n.�* �AWP $f/tW''/tifJii
h' I / �r , �w«.yt�. ._ t tl ACM*ARMS
__ - -- - AIRPORT
r t r` t �wId--A-CrtTfHt— ss
re , t! <`' • exPP..Rur wy aadl nt(vA[unt3 _oo»:
I MA
{ Row str•nglh(Um.) u 7s, AMC o,.tes'vm�°Na�m e
t ! l7 'i,A' ..A° 11 9rr. r/ ` FAA's APPROVAL OF THIS AIRPORT LAYOUT PLAN (ALP) EPRESENTS
(lTI,:.I/ �i/fr It��lfrl!�/�l E�1 / - a s.: . o.13.! PT_oMw Tend= OM 300.00 s-n• ACCEPTANCE GF NE cEr r:w LDcdnoN of FUTur� ACInEs DEPICT D, PLANLAYOU
' s'r�+i r rl! °p y Jf r)r� I��.. • • L*op" Me -'''''"*".".""a"
am.tr ■/A DURING THE PREUMINAF3Y DESIGN PHASE, THE AIRPORT OWNER IS
7/Jtf?±j,j l/ a �t/ /J jr�I t�+k, 1 IP\ E7097N9 MORE - r REQUIRED TO RESUBMIT FOR APPROVAL THE FINAL LOCATIONS, HEIGHTS FIGURE
RAW
'/r r17 17 it i' I
il r1^ ll11/d€ Jr17r4r r+A� 11/A N/A AND EXTERIOR FINISHES OF STRUCTURES. FAA'. CONCERNS ARE _
1 f / 1 tdr )11)!,!i{/'ll�f! r! 1 II f 1 " 7 Si Di 6 RF7 w^ _ OBSTRUCTIONS. IMPACT ON ELECTRONIC AIDS AND ADVERSE EFFECT OF
,,,,,t'1�t fr t����f +(!tiff ,',4,,tr ,/,-:"" �•.` A•aE•u.O3�M »iaGll•0'N u'H''.J.11 M.DM tip'N t.wmTat iaxter+ ...AM NM r
r s f 1 - �� CONTROLLER VIEW OF AIRCRAFT APPROACHES AND GROUND MOVEMENTS.
SO.ay F."C...r at"(NAO W) Fumy cum Am �ue� �,;� N/A r
VA t 11 r7 1 !r j(t r +Nr -77•s7 -- '7r z'fa.,•. — WHICH POtT.D Af7VFR5ELY AFFECT?H_SAFETY,EFFICIENCY OR UTR.fTY OF
'f tf! it �/J rIr/(J lfil/r �`,,, 'R nwo i S tie.DIAKYIT(YD___ ;yp�a.!rlCorw ---7�0_'--T�Xo Re rr.eMT Rei sect an �...A— NA THE AIRPORT.
I //f{7 r t�r/I� i f lil'/7�i• �� mriPi mom Nom SUMO las'xraw Uec —w.— Nn
I R.w�T.7.��Taea TOMS 02GCT MS MCA IOPA— a({ r _
wt/ i�'t�!'/ 1 f l71 iIf'i zr.,. 0.-7 En••f R....yi sar.T;66ff SWF.%OUT outs - —r SHEET RUNNER
YIt r/JlrI 1 ��1° s „.�IdU.�y yU.a ma•r aw... .pQ•�r t.a0g EON I Xao' P.n Wax a a.....nm _ - N/A iN/A
1/11'�l f 1irt n.ar c, .. r.eraN t•p .w. P..atON �,wa TM MC A.� NM NA neINE ['E�''"•Nr3F- NOTICE F".''.,tPsi�.:EL4ti_�n
��i +�• HAV3 ani{19U�i�'� IE [:fa N/A NA
f / _—_ .._AOCi;Prai m`-63..INI-F------ - TO PROTECT OPERATIONAL SAFETY AND FUTURE
- •"
will 9wr.a saps sal sift "Sr. . . N/A— DEVELOPMENT,ALL PROPOSED CONSTRUCTION
�.; vLseay MinimumsT/a n• Mud r i'R! T Me N/A ON THE AIRPORT MUST 9E COORDINATED BY
+ P�t-77 A®rwtl.CH Mary YF .... PI -
.n.Elmo' -N A 9'p.s- 03X IMMO AIM Q.. •/a •/ THE AIRPORT OWNER WITH THE FM AIRPORTS
[N�'UOnw.•. sf,0.,slrhUN ray 1� L..l�
P.e.nf 14 t AL sin- Titi R!95 _. DISTRICT OFFICE (ADO) PRIOR TO CONSTRUCTION.
FM'S REVIEW TAXES APPROXIMATELY 60 DAYS. FINAL
SUBMITTAL

ow co,„
pi
f
..
.144P7
ONSLOW COUNTY
o,Th�Aa�� ALBERT J ELLIS AIRPORT
.---�.��---�m�_.°•�rsis _l_''L�'_.----`- _-----=—_=_.�-____fr=tee- .----..tee S.e c....ea..eaaa ..zsTsss:.+Ta=sins=..:�iTF —mx - ...:..Ja—.v=-aa/�„-fib'.` S'. s:1.... —_ \ ----------
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PHASE I: „ k'- ' ,AI •'
• PASSENGER TERMINAL AND ASSOCIATED INFRASTRUCTURE '�. i ,,,
(LANDSIDE AND AIRSIDE) /� �
• LAND ACQUISITION -- -�;j .
,,
PHASE II:
• GENERAL AVIATION (GA) FACILITIES, INCLUDING TERMINAL,
PARKING LOT, APRON, HANGARS, ETC.
• RENTAL CAR MAINTENANCE FACILITIES (2 SITE ALTERNATIVES SHOWN) PROPOSED DEVELOPMENT
PROJECT BUA TOTAL ESTIMATED
PHASE CUMULATIVE CONSTRUCTION
PHASE III: I (AC) SITE % 13UA SCHEDULE
• GA FACILITY ACCESS ROAD I EXISTING N/A 13.0 N/A
• AIR TRAFFIC CONTROL TOWER, ACCESS, AND PARKING P i 5.6 13.8 — 2012 to 2014 —
• AIRPORT MAINTENANCE & EQUIPMENT STORAGE FACILITIES I l and Acq y 0.0 13.3 2012
- 4 12.3 15.0 2013to2014
PHASE IV: III 3.4 15.5 2014 to 2016
• FUEL FARM RELOCATION Par 17.2 17.5 2016 to 2018
• PARKING AREAS V 21.4 20.1 2018 to 2020
• RUNWAY 23 HOLD APRON & RUNWAY 5 EXTENSION NOTE: THE PROPOSED LAND ACQUISITION ACREAGE AND ASSOCIATED
PHASE V: BUA SHOWN IS NOT INCLUDED IN THE LOW DENSITY PERMIT.
• RUNWAY 23 EXTENSION
• ADDITIONAL AIRPORT DEVELOPMENT
ti LEGEND FIGURE 4
SCALE: 1'= 80o' °�a,,, PHASE. PHASE III ----- EXISTING PROPERTY LINE ALBERT J. ELLIS AIRPORT
800' 40,0 p alo 1 PHASE I LAND ACQUISITION U PHASE IV PROPOSED PROPERTY LINE
PROPOSED & FUTURE DEVELOPMENT
7i PHASE II 0 PHASE V — EXISTING WETLANDS PHASES
RS•911- -. ELLIS
C' AIRPORT
1 IMPROVING YOUR WORLD

k A r.-
- sq CAPE FEAR BASIN
r, itr...,.._ — .,40 s _
+fit � [ it, 'N\\\\'' .' '''. .,. .
} 4- .
PRIMARY OUTFALL FROM SOUTH AIRPORT BASIN /
~`" ,,�
f
a
/ . CI Pr,'
' _ NORTH BASIN I c:
t SOUTH BASIN _
1
--- - - I •Dirt i r,
low
e Lm>� " .
` OUTFALL FROM NORTH AIRPORT BASIN
) ..„
,..,--.4.1,
i .
\\\
[M OAK BASIN
....r,:i .
: .. . \
LEGEND -
RIVER BASIN DIVIDE -' .
EXISTING SUB-BASINS .. '�"
AIRPORT PROPERTY '' ' .� / 1 F
ram- /
DWQ CLASSIFIED SURFACE WATERS ,: ,.
F Jl ,
DWQ UNCLASSIFIED TRIBUTARY STREAMS '" ,, ' � • ,'''' fit
'
.- , ALBERT J. ELLIS AIRPORT FIGURE I@ I PROJECT NO.:203-1189.002
il
�� �r' rRPURT RICHLANDS,NORTH CAROLINA EXISTING DRAINAGE ` J11811 DATE: JULY25,2011
DRAWN BY/REVIEWED BY:LMK/JBD I'
STORMWATER MANAGEMENT FACILITIES CONCEPTUAL DESIGN CONDITIONS I IMPROVING YOUR WORLD SCALE: 1•-900'
i

' 116085
• E 116095 116100 4'
116106Al
. .. 116700 116094 116096
116079
116079 1 086 116102
116101
116102
_ _— -- - 116078
• 116080
::
I . tip,
44:
.... -
116105 MOO. _ Y 11--
�
it r R -Ir r- wry Ire 116085
7
w \\it
116102 I ._..it-- __ _ _
ilepo ..,."""" k", is
.. ..� ... ... ..r I • iy C .f. `,
. ' • KT7.—fey
. iifi[I�$
116108 .—— "r
µ.,,me;,0...r _�___. ..r` \
— 116086
LEGEND
AIRPORT PROPERTY 116089: Muckalee loam 116085
i
116100 116095
FUTURE LAND ACQUISITION 116090: Murville fine sand 116068
DWQ CLASSIFIED SURFACE WATERS 116094,095: Norfolk loamy fine sand
1
SOIL TYPE 116096:Onslow loamy fine sand 116090 ..
116068: Baymeade fine sand 116100: Rains fine sandy loam
116078: Foreston loamy fine sand 116101:Stallings loamy fine sand
116078
116079: Goldsboro fine sandy loam 116102:Torhunta fine sandy loam
116080: Goldsboro-Urban land complex116102
P 116105: Urbaniand 116079 116089
116085: Leon fine sand 116106:Water 700 050 0 700 N.
116086: Lynchburg fine sandy loam 116108:Woodington loamy fine sand e NRCS{2000) Fact 116068
._.
6.068
LALBERT J. ELLIS AIRPORT R I
RS DATE: J LD2,201169-002
ELLIS FIGURE 6 I DATE: JULY25,2011
iC 1 , 1 RICHLANDS,NORTH CAROLINA ® DRAWN BY/REVIEWED LMK/JBD
L. .. .... .___.....±._______.NPORT SOILS MAP I�
STORMWATER MANAGEMENT FACILITIES CONCEPTUAL DESIGN IMPROVING YOUR WORLD E SCALE. 1 -70P
1

2`'�ow cote„,
o.
J -
aA
p ONSLOW COUNTY
°'Th CAa ALBERT J ELLIS AIRPORT
(
CAPE FEAR RIVER BASIN
N,
1
i
-
/
-- \- i
so
1 AI
r, -II a r.Z ..0 ' i
0 e
..— ..: RUNWAY.5-23 _.... _... -W - RUNWAY 5-23 _ _
I
\c"---7
TAXIWAY_A_ i . :TAXIWAY A: i
i
r
e I
.,r^ ale7 l
� ''r—..Jl.—ems/
i Length of Piped Length of Vegetative FIGURE 8'INSt°F'"
�,i' River Basin Development Conveyance(FT) Conveyance(FT)
i° Existing 7,561 40,572
'i i Cape Fear Proposed 7,974 41,867
/
/ Future Minimize Maximize
i
f Existing 2,539 24,730
White Oak Proposed 2,309 25,446
Future Minimize Maximize
River Basin Development Length of Piped Length of Vegetative
Conveyance(Fr) Conveyance(FT)
Existing 10,100 65,302 WHITE OAK RIVER BASIN
Airport Totals Proposed 10,283 67,313
Future Minimize Maximize
SCALE: 1•_ 1,000' LEGEND EXISTING DRAINAGE PIPES - - - -- BASIN DIVIDE FIGURE 7
1,000'l 500' i,o` -0a _ EXISTING DITCH CENTERLINE EXISTING CONDITIONS
EXISTING PROPERTY LINE PIPE AND OPEN CONVEYANCE SYSTEMS
RS!Itlp ELLIS
OAS AIRPORT
IMPROVING YOUR WORLD

0 Co
6.4,,..
.o.• : : •,-
I :' ,,, '•
ofigr‘
UP ONSLOW COUNTY
' loili ;v
ALBERT J ELLIS AIRPORT
,,, _______.....__.... ______________ -------•-------•---------- . . - -- -___
.., •
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••••••-• -- TAXIWAY A - -- ..:------
. . . -
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....... ....... .... . ..... ....
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AVIATION IJ ..
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•
1 ;GENERAL. ; . BUILDING ' ..i slasivia oAstNGEof TERMINAL
jl 1==i i : I ..."..,e 1 1 '. 'AVIATION•••••••-i2 . j. ../. ..
• ,• -. 1 1 . FACILITY :.. - , , ..-
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..... . - • • ... . _____ .
: 0 I
__.•••.--' PARKING LOT
..... \;,, ,,,..\ ,-PC,,: 1:13,M9...!1.2, 11, K.,.IN,:el,: •.. :, [ 1-
-- I. /----.ITOLL BOOTH
''
;-: ' \ \ 1•, •I ;: ••;:; : •:. 1 •L ./. • • . '• 't
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EXISTING FUEL FARM 1
' / j • .09owl...wv: to ,r,ong •:•• --Iv j . 5 -s•
i .: •. I
""-,--- - - ..• • -"'"
• I ALBERT ELLIS.ROAD .....-..:.-- • ...." ' •
...._. .
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, )
RENTAL CAR
MAINTENANCE FACILITY ,
,,,.. :-
t SCALE 1 LEGEND
EXISTING DRAINAGE PIPES BASIN DIVIDE FIGURE 8
200'
200' 1 01:111 200' C,..171/.....„„tf ''' "' EXISTING DITCH CENTERLINE EXISTING CONDITIONS
1 4' f.,:j
—--— EXISTING PROPERTY LINE PIPE AND OPEN CONVEYANCE SYSTEMS
,
RS ELLIS
K cma. AIRPORT:
IMPROVING YOUR WORLD

C ..),
, ,.od,0,..21,1t
,s �
ONSLOW COUNTY
o9T � ALBERT J ELLIS AIRPORT
CAPE FEAR RIVER BASIN
/ •
- ''.,
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•
, 4j, 'El 11. J $1_ 5.., f.......—. .._............._..........._,..._. „T.,: . ,...L.,
,. c, ? si, , .,.., , , , , , /
h � C•f "L `I
s, \ f> 1
, ,
i L ,,, .,,RUN.. ra .RUNWAY 5-29
..-- am'- `
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•
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.T� NI _ .-..... fir .S'� .f'a r� 5-7
'."..... ...a.''.**---Ailana=ii; -; , r
/'' River FIGURE 10 INS ' ---^'
Development Tc(Hours) CN
/‘ Basin
/` Existing 3.89 65.50
/ Cape Fear Proposed 3.89 66.10
�' Future 3.89 68.60
Existing 4.16 66.30
White Oak Proposed 4.16 66.10
Future 4.16 67.50
River
Development Tc(Hours) CN
Basin
WHITE OAK RIVER BASIN
Existing N/A 65.80
Airport Totals Proposed N/A 66.10
Future N/A 68.20
SCALE. t•= 1.000 LEGEND — EXISTING DRAINAGE PIPES BASIN DIVIDE FIGURE 9
1,i o• 501 1,01 0• --•---•-- EXISTING DITCH CENTERLINE qv' FLOW ARROW EXISTING CONDITIONS
�"�; ---- EXISTING PROPERTY LINE - — SUBBASIN DIVIDE BASIN FLOW LINES
ASK ELLIS
•• :AIRPORT
IMPROVINGYOUR WORLD

,,,,..,,,v,,co-4:4,•
e, ,,r '''.'•
ONSLOW COUNTY
lo'''•—11110P's.-. -4,
ALBERT J ELLIS AIRPORT
— . —
. .._....___. — —•-- ____ ___._._ _______—•---
, -•-••__ ... ___________________.__________ ___________ ____TAXIWAY A
...---- „.....
`......,,,...
____ ----
-.: ----- -TAXIWAY—A -. ••••
•• - . .••••.. ..... . ...... • ••••••••••••••••••--.....•••••••••• ••••••. ..........•..............•. - ........•• .... -..... """""--""'"""----•':•':-- • - •-•••••••;•-.-- .— ' ----- . ....---
.---------- .__-----•— ...
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5 1 ...•••• 1 310 1
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: I
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.... ,,
i ‘‘. • 1 ••••• • • -- AVIATION S
1 Sj
7 COMMERCIAL
'--1.....--- „. i •-
. .APRON .... ... . .. .. -. 1 AVIATION ------
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(-7--.1 E :
" . AVIATION" 1 ' 1\.. ' • '----.=-.'
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z. --eio (R. i rj • : ,. EXISTING PASSBN
_....•,.: I 4 i ERA ... :
! II FACILITY . .7 .....
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GENERAL AVIATION T-INANGAR I •-
11) •-:irt -) 1.•••1 L____„„' -•- 3 .. . .
. • :, x
r--Li. %kb , Hy, ., i,,,,, ,,, .,,, . .11.,11! • 1,1 !,, . • / ...
././
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, ,,,,,, ,. lif w ,Hi,,' !, 41i- ; ,'i, ;1 ,,,,,,: : •, , :
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t . ....... .,.. ...:..,
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171 , ,i
.-s
"--,-....._..._......_r ..,=.41—...-,„4,-.)...._:_...-__:::-......--
. .. . .
RENTAL CAR
MAINTENANCE FACILITY
il .,-
/,'
, .
. .
, ...
LEGEND FIGURE 10
200'
. 4,04,
- - EXISTING DRAINAGE PIPES ..-.•- , • ' BASIN DIVIDE
SCALE: 'In- 200'
I 1003 200'
EXISTING DITCH CENTERLINE FLOW ARROW EXISTING CONDITIONS I 1--aim-- - -.
EXISTING PROPERTY LINE SUBBASIN DIVIDE BASIN FLOW LINES
,11. S.
RSH ELLI
OAJ. AIRPORT
IMPROVING YOUR WORLD

OW C 0 t,
AONSLOW COUNTY
'1;q111%V
ALBERT J ELLIS AIRPORT
r
CAPE FEAR RIVER BASIN
/.• 'N.,,
s•
/ •„,
,.• •
/
.•
. •
/
.
/
— ... .t..7.----. \ --...—.:—..,. : 1
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-
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N.,
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\
Ntk I 1!
jURROAT-SERVICE-R0101 '
. RUNWAY 5-23 - - - - - \-RUNWAY 5-23 , \ ••...E ........4.-4-tt--_,-. ..s... _
. .It. ..::::......- ----....=.=,..............
I C:
; r\ ...-• T: 1
....* I C , 7 •-„,
'\ ' l'' i'_ i
_
( -
/ Length of Piped Length of Vegetative FIOUcE 12 IN: ' --=-7 - • -.
__ i-' River Basin Development
./' Ccrrnreyance(FT) Conveyance(FT)
.1
Existing 7,561 40,572
/
.-• Cape Fear Proposed 7,974 41,867
/
.• Future Minimize Maximize
Existing 2,539 24,730
White Oak Proposed 2,309 25,446
Future Minimize Maximize
Length of Piped Length of Vegetative
River Basin Development
Conveyance(FT) Conveyance(FT)
WHITE OAK RIVER BASIN
Existing 10,100 65,302
Airport Totals Proposed 10,283 67,313
Future Minimize Maximize
LEGEND FIGURE 11
,00
PPRROOPPOOSSEEDD DDIRATCIHNACGEENTPEIPRELSINE
SCALE: 1"=- 1,000'
10' 5131C ) 1,000' PROPOSED CONDITIONS
I I
* _..._..: EEEXXXIII:STTTIIINNNGGG PDDRIRTAOCIPHNEARGCiyEENTPLEIIPNREELSINE 7
- -- BASIN DIVIDE PIPE AND OPEN CONVEYANCE SYSTEMS
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Cape Fear Basin Outfall Information
Pervious Impervious Percent BUA CN Tc
Area(Acres) Area(Acres) - (Hours
Existing Conditions 398.28 55.84 12.30% 655 3.89
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Proposed Conditions 391.83 62.18 13,70% 66.1 3.89 �� .'`
Future Conditions 362.36 91.65 20.19% 685 3.89
NOTE:TABLE CALCULATIONS DO NOT INCLUDE THE PROPOSED LAND /�{ •♦�
ACQUISITION ACREAGE AND ASSOCIATED BUA. +
J `
CAPE FEAR BASIN OUTFALL SRO 4,\
it 7., , Z , ,*
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FUTURE ER TRAFFIC-1/ �� 4 _�! .'d:. `FUTURE FUEL FARM WHITE OAK BASIN OUTFALL
♦ CONTROL TOWER \ �-� 6r;
- _�-_ -
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w,0 ATERSHED BASIN DMDE FUTURE RENTAL CA' _ .. .
' r MAKE READY FACILITY U JRE PARKING URE PARKING
SITE OPTION A
HIGH FLOW C----EL ___--`` I WhkeOak Basin OtrtfallInformation
\ Pem's A• , -.l 1� (Acres) eA � ) Percent BUA CN Tc
(Hours)
Area
J 1 ExistingConditions 190.984.16
3L79 1427% 66.3
7 ( Proposed Conditions 191.88 30.99 13.90% 661
I EXISTING GROUND 4.16
1
r ! Future Conditions 185.11 37.76 16.94% 673 4.16
1 DESIGN HIGH WATER ELEV. 79.0' NOTE:TABLE CALCULATIONS DO NOT INCLUDE THE PROPOSED LAND
I• ACQUISITION ACREAGE AND ASSOCIATED BUA.
't 1 ,A
} r
2' 1 7
j
LOW FLOW CHANNEL
0I COLLECTION SWALE TYPICAL SECTION
xm!.I SCALE:I+TB
LEGEND FIGURE 17
"° ALBERT J. ELLIS AIRPORT
2 44. ■PHASE I PROPOSED DEVELOPMENT ----EXISTING PROPERTY LINE PROPOSED CONDITION STORM WATER
PHASE I LAND ACQUISITIONPRDPOSEO PROPERTY LINE NOTE:THE PROPOSED LAND ACQUISITION ACREAGE AND ASSOCIATED �/�
b - ti ■PHASE II-V- FUTURE DEVELOPMENT WATERSHED BOUNDARY LINE BUA SHOWN IS NOT INCLUDED IN THE LOW DENSITY PERMIT. MANAGEMENT
RSP&M
,W, ELLIS
IMPROVING YOUR WORLD OAIRPORT

a
13
CD
3
a
CO

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IMPROVING POURiyOYRLD
Reynold-a,ikukh and HO Inc.
APPENDIX B
GEOTECHNICAL INFORMATION
E11�IS B
OAJ AIRPORT � ,

REVISED GEOTECHNICAL ENGINEERING REPORT
NEW TERMINAL PROJECT
ALBERT J. ELLIS AIRPORT
JACKSONVILLE, NORTH CAROLINA
S&ME Project Number 1061-11-016A
Prepared For:
RS&H
8601 Six Forks Road, Suite 260
Raleigh, North Carolina 27615
Prepared By:
S&ME
3006 Hall Waters Drive, Suite 100
Wilmington, North Carolina 28405
NC PE Firm License No. F-0176
December 6, 2011

S&ME
December 6,2011
RS&H
8601 Six Forks Road, Suite 260
Raleigh,North Carolina 27615
Attention: Mr. Sean A.Brennan,P.E.
Aviation Engineer
Reference: Revised Geotechnical Engineering Report
New Terminal Project
Albert J. Ellis Airport
Jacksonville,North Carolina
S&ME Project Number 1061-11-016A
Dear Mr.Brennan:
We are pleased to present this Revised Geotecluueal Engineering Report for the above-
referenced project. Our services were provided in general accordance with Proposal No,
154B-11 dated September 26,2011. This report presents the findings of our subsurface
explorations along with geotechnical design and construction recommendations based on
these findings.
S&ME appreciates having the opportunity to be of service to you during this phase of the
project. If you have any questions or comments after reviewing this report,please do not
hesitate to contact us at your convenience.
Sincerely, toons114001
S&ME,Inc. LESS/'••.'y�'•.
SEAL
•
/i„aii
I .933 w r
r. 1
;��. � l
Torn Schipporeit, P.E. O . )yQi44t2�lo""l `, Nathan P P. Buffum
Branch Manager/Senior Engi gs+ '••••••••' �•` Construction Services Manager
N.C.Registration No. 19331 � '��,,7�SCN�Q 0•�`
Attachments
TMS:NPB/jns
E-Mail: RS&H,Mr.Sean Brennan.P.E. ean,BrennanktIrsandh.eom
S&ME.iplc./3006 Hap Waters Drive,Suite 100/Wiknington,NC 28405.8786/p.910.799.99451 t 910.799.9958 f www smeinc com

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project.Albert J. Ellis Airport,Jacksonville, NC December 6.2011
TABLE OF CONTENTS PAGE
1 PROJECT DESCRIPTION 1
2 FIELD EXPLORATION PROGRAM 2
2.1 CONE PENETROMETER TEST SOUNDINGS 2
2.2 SOIL TEST BORINGS 3
3 LABORATORY TESTING 4
4 SUBSURFACE CONDITIONS 4
4.1 AREA GEOLOGY 4
4.2 SOIL SURVEY 4
4.3 SOIL TEST BORINGS AND CPT SOUNDINGS 5
4.3.1 T-Hangar 5
4.3.2 New Terminal Building 6
4.3.3 Pavements 7
5 CONCLUSIONS AND RECOMMENDATIONS 8
5.1 SITE PREPARATION 8
5.2 STRUCTURAL FILL AND BACKFILL 9
5.2.1 Placement 9
5.2.2 Use of On-Site Soil as Structural Fill and Back f ll 10
5.3 SEISMIC DESIGN 10
5.4 FOUNDATION SUPPORT 10
5.4.1 T-Hangar 10
5.4.2 Terminal Building and Mechanical Building 11
5.5 GROUND FLOOR SLABS 13
5.6 PAVEMENTS 14
5.6.1 Existing Airside Pavements 14
5.6.2 New Airside Pavements 14
5.6.3 Landside Pavements 16
5.6.4 General 17
5.7 RETAINING WALLS 17
6 LIMITATIONS OF GEOTECHNICAL REPORT 19
APPENDIX
Important Information about Your Geotechnical Engineering Report
Figure 1 Site Vicinity Map
Figure 2 Exploration Location Plan- Site
Figure 3 Exploration Location Plan—Terminal Building Area
Figure 4 Subsurface Profile—T-Hangar
Figure 5 Subsurface Profile—Terminal Building
Figure 6 Anticipated Undercutting Plan- Site
Figure 7 Anticipated Undercutting Plan—Terminal Building Area
Legend to Soil Classification and Symbols
CPT Soil Classification Legend
Exploration Logs (March and October,2011)
Shear Wave Velocity Measurements
Laboratory Test Results

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville,NC December 6,2011
1 PROJECT DESCRIPTION
We understand that the Albert J. Ellis Airport plans to construct a new two-story terminal
building at its facility near Jacksonville,North Carolina. The site is at the approximate
location shown in Figure 1.
The new terminal building will be located southwest of the existing terminal building.
The new terminal building will be a steel-framed structure with a maximum design
column load of approximately 165 kips. The project will include a single-story structure
with masonry block walls east of the new terminal building. This structure will house
mechanical equipment(pumps, generators,and chillers). The new terminal project will
also include a T-Hangar,paved access roads, drives,and parking areas for cars and trucks
(i.e., land-side pavements). Proposed air-side pavements,which will be subject to
aircraft wheel-loading,will include two asphalt apron areas and one concrete apron area.
S&ME previously completed a geotechnical engineering study for the originally
proposed terminal building location'. Since the date of that report,the location of the
proposed terminal building was shifted approximately 100 feet toward the runway and
approximately 60 feet toward the south.
The proposed T-Hangar will be a pre-engineered, steel-framed structure with metal walls
and a slab-on-grade floor. It will be approximately 20 feet high and will have maximum
column loads of approximately 10 to 20 kips. Small private airplanes will be stored in
the hangar.
The site includes pavements for vehicles and small airplanes in addition to grass-covered,
landscaped areas. The site is relatively level,but includes stormwater drainage swales.
The proposed buildings and most of the proposed pavements are inside a fence which
separates public areas from secure areas at the airport.
We assume that:
• The new terminal and mechanical buildings will have slab-on-grade ground floors
with design floor loads less than 150 pounds per square foot(psf).
• Design loads for the proposed mechanical building will be relatively light(wall
loads less than 2 kips per foot).
• The finish floor elevation of the proposed buildings will be within 2 feet of the
existing grade at the site.
'Report titled"Geotechnical Engineering Report,New Terminal,Albert J.Ellis Airport,Jacksonville,North
Carolina,S&ME Project No. 1061-11-016",prepared for RS&I-1,prepared by S&ME,dated April 12,2011.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville. NC December 6.2011
• Earthwork resulting in up to 2 feet of excavation and/or 2 feet of fill will be
necessary to achieve the design grades.
• New underground utilities will be less than 5 feet deep.
o Design traffic conditions for the land-side pavements will be limited to
automobiles and light-to moderately-heavy trucks. The proposed pavements will
be subjected to less than 15 Equivalent 18-kip Single Axle Loads (ESALs)per
day in heavy-duty areas (terminal loop access road), 5 ESALs per day in medium-
duty areas (T-Hangar access road, drive through parking lots), and less than 1
ESAL per day in light-duty areas (parking lots) over a 20-year design life.
• Design traffic conditions for the air-side pavements will include aircraft weighing
more than 60,000 pounds.
We have made these assumptions based on our experience with similar projects. The
conclusions and recommendations given in this report will be applicable for the project
based on the background information provided to us and on our assumptions.
2 FIELD EXPLORATION PROGRAM
2.1 Cone Penetrometer Test Soundings
Our field exploration included the advancement of four cone penetration test(CPT)
soundings in March 2011. Soundings B-1, B-5,B-7, and B-9 were advanced to depths
ranging from 45 to 48 feet beneath the existing ground surface.
The CPT soundings were performed using a CPT rig mounted on an all-terrain vehicle to
hydraulically advance an electronically instrumented cone penetrometer. During
penetration,the tip resistance,pore water pressure,and sleeve friction were measured and
recorded in general accordance with ASTM D-5778. The method produces a nearly
continuous record of information of subsurface conditions. In addition,the cone used for
this exploration was instrumented with seismic sensors for measuring shear-wave
velocities in selected soil layers. The CPT soundings were terminated when refusal to
additional cone penetration occurred.
CPT sounding logs and shear wave velocity measurements are included in the Appendix
to this report. The approximate sounding locations are shown on Figures 2 and 3. Since
the soundings were located in the field by our personnel by estimating right angles and
approximating distances using existing site features,their locations should be considered
approximate.
Ground surface elevations arc not shown on the attached CPT sounding logs since site
specific topographic information has not been provided to us.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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2.2 Soil Test Borings
Our field exploration also included drilling 36 soil test borings(B-2,B-3,B-4,B-6,
B-6A,B-8,NA-1 through NA-23, and NB-1 through NB-7)to depths of 10 to 60 feet
below the existing ground surface in the proposed building and pavement areas. The
boring locations are shown on Figures 2 and 3.
Since the borings were located in the field by our personnel by estimating right angles
and approximating distances using existing site features,their locations should be
considered approximate.
Ground surface elevations are not shown on the attached boring logs or profiles since site
specific topographic information has not been provided to us.
The soil test borings were drilled using wash boring and hollow stem auger drilling
procedures with a CME-550x drill rig mounted on a rubber-tired all-terrain vehicle.
Within the borings, samples of subsurface soils were generally taken at 2.5-foot intervals
within the upper 10 feet,and at 5-foot intervals thereafter using a split-spoon sampler.
Standard penetration testing(SPT)was performed in conjunction with split-spoon
sampling in general accordance with ASTM D-1586. The SPT values given on the
boring logs were measured using an automatic hammer. Bulk samples of near-surface
soils-were obtained front'the auger cuttings from Borings NA-2,NA-5,NA-i i, and
NA-19.
Boring B-6A was advanced to a depth of 30 feet below the existing ground surface near
Boring B-6 without split-spoon sampling to obtain undisturbed Shelby tube samples of
the very soft clay. Shelby tube samples were obtained from depths of 18 to 20, 23 to 25,
and 28 to 30 feet below the existing ground surface in accordance with ASTM D-1587.
At completion of the drilling operations,temporary slotted PVC standpipe piezometers
were installed in Borings B-2,B-6, and B-8. The remaining soil test borings were
backfilled with bentonite chips.
Representative portions of the split-spoon samples were returned to our laboratory for
visual-manual classification in general accordance with the Unified Soil Classification
System. Boring logs containing soil descriptions, SPT N-values, and drilling
observations are included in the Appendix to this report. Generalized Subsurface Profiles
(Figures 4 and 5)presenting the subsurface information obtained at the soil test boring
locations are also included with this report.
After measurement of stabilized water levels,the temporary piezometers were removed
and the boreholes were backfilled with bentonite chips.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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3 LABORATORY TESTING
S&ME performed moisture content tests, grain-size tests,Atterberg limits tests, and
organic content tests on representative samples obtained from the soil test borings.
Moisture content, grain-size,Atterberg limits,modified Proctor compaction, standard
Proctor compaction,and California Bearing Ratio (CBR)tests were performed on the
bulk samples of near-surface soil. We also performed moisture content,grain-size,
Atterberg limits, and consolidation testing on two of the Shelby tube samples. These
tests were performed to confirm visual soil classifications, estimate the engineering
properties of the soils tested,and perform detailed consolidation/settlement analyses for
the proposed buildings.
The testing was done in general accordance with the applicable ASTM standards. The
test results are attached in the Appendix.
4 SUBSURFACE CONDITIONS
4.1 Area Geology
The site is located within the Coastal Plain Physiographic Province of North Carolina.
The Coastal Plain Province is typically characterized by marine, alluvial, and eolian
sediments that were deposited during periods of fluctuating sea ieveis and moving
shorelines. The soils in this province are typical of those laid down in a shallow sloping sea
bottom: sands,silts,and clays with irregular deposits of shells. Alluvial sands, silts,and
clays are typically present near rivers and creeks. Deposits of peat,organic silt,and organic
clay are also typically present in or near current or former tidal marsh areas in the lower
portion of the Coastal Plain.
According to the 1985 Geologic Map of North Carolina,the site is underlain by the
Castle Hayne Formation of Tertiary age. This formation consists in part of light gray
limestone,more or less consolidated,and in part of light colored marl that varies from
loose to consolidated. The limestone is usually quite fossiliferous, and in many places is
composed of shells. At places the shells have been removed entirely, and the limestone is
vuggy(has voids)or contains the casts and molds of the original organisms.
4.2 Soil Survey
The Soil Survey Report for Onslow County,North Carolina,(published by the United States
Department of Agriculture Soil Conservation Service in 1982)indicates that the site is
underlain primarily by the Foreston, Goldsboro Urban Land,Leon,and Urban Land Soil
Series. The following soil properties and characteristics are given in the Soil Survey Report:
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport.Jacksonville, NC December 6.2011
Table 1 —Soil Survey Soil Properties
r Soil Typical Unified' Liquid Plasii iir Flooding High Water r
Name Depth Classification Licit index Frequency l Table wft) .!
_fn) _ -
FoA- 0-8 SM — NP None 2.5-3.5
Foreston 8-70 SM,SM-SC <25 NP—5 Apparent
70-80 SP-SM,SM -- NP Dec-Apr
GpB— 0-13 SM,SM-SC,SC <25 NP-14 None 2.0—3.0
Goldsboro 13-80 SM-SC,SC, 16-37 4-18 Apparent
Urban Land CL-ML,CL Dec—Apr
Ln— 0-17 SP, SP-SM — NP None 0—1.0
Leon 17—51* SM,SP-SM,SP -- NP Apparent
51—91* SP,SP-SM I — NP June-Feb
Ur— No typical properties. Natural soils have been altered by extensive urbanization and
Urban develo ment. To o ra h and on inal landsca a have chap ed.
*Includes a zone that is weakly cemented when wet and strongly cemented when dry(i.e.,hardpan)
4.3 Soil Test Borings and CPT Soundings
4.3.1 T-Hangar
Borings NB-1,NB-2,and NB-3 encountered 2 to 3 inches of grass,grass roots,and topsoil
at the ground surface. Below these surficial materials, five basic soil strata were
encountered within the maximum expioration termination depth of 50 feet. The strata are
briefly described in the following table:
Table 2—Generalized Subsurface Strata for T-Hangar Building
Average Depth
Stratum From (feet)
To Description
1 0.2 14 Loose Sand(SP, SW,SP-SM, SM)
(N=3 to 10 bpf, N-avg=5 bpf)
2 14 18 Very Loose Clayey Sand(SC, SC-SM)
(N=0 to 2 bpf, N-avg= 1 bpf)
3 18 29 Loose Sand(SW,SP-SM, SM)
(N=2 to 14 bpf, N-avg=6 bpf)
4 29 48 Firm Clay(CL,CH)
(N=0 to 14 bpf, N-avg=5 bpf)
CASTLE HAYNE FORMATION:
5 48 50 Medium Dense Sand(SW,SM)
(N=24 bpf)
Notes: N = Standard Penetration Test blow count
bpf = Blows per foot
avg = average
The stabilized water levels were measured at a depth of 3.0 feet below the ground surface
in the borings performed in the proposed T-Hangar area.
A generalized profile representing the subsurface conditions in the proposed T-Hangar
area is given on Figure 4.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Protect,Albert J. Ellis Airport.Jacksonville, NC December 6.2011
4.3.2 New Terminal Building
Explorations B-4,B-5,B-6,B-7,B-9,NB-4,NB-5,NB-6,and NB-7 encountered 2 to 7
inches of grass, grass roots,and topsoil at the ground surface. Below these surficial
materials,five basic soil strata were encountered within the maximum exploration
termination depth of 51.5 feet. The strata interpreted from the CPT soundings represent
approximate boundaries between soil behavior types2. The strata are briefly described in
the following table:
Table 3—Generalized Subsurface Strata for New Terminal Building
Average Depth
Stratum From (feet) To ( Description
Loose Sand(SP, SC,SM, SP-SC, SP-SM)
1 0.5 14 (N=2 to 18 bpf, N-avg=8 bpf)
(qc avg=44 tsf)
Very Soft Clay(CH)and Very Loose Clayey Sand(SC)
2 14 28 (N=0 to 5 bpf, N-avg=2 bpf)
(qc avg=6 tsf)
Very Loose Sand(SM,SW,SP-SC)
3 28 32 (N=1 to 5 bpf, N-avg=4 bpf)
(qc-avg=31 tsf)
Very Soft Clay(CL, CH)
4 32 47 (N=0 to 6 bpf, N-avg=2 bpf)
(qc-avg=28 tsf)
CASTLE HAYNE FORMATION:
5 47 51.5 Very Dense Sand(SC,SM)
(N=28 to 100 bpf, N-avg=88 bpf)
(qc= 125 tsf to refusal)
Notes: N = Standard Penetration Test blow count
bpf = Blows per foot
qc = CPT tip stress
avg = average
Please note that some exceptions to this generalized profile were encountered. For
example,Boring NB-5 encountered peat(PT) from depths of 8.5 to 13 feet below the
ground surface. Also,Boring NB-4 encountered soft clay(CL)at depths of 3.5 to 6.5
feet below the ground surface.
The measured shear wave velocities ranged from 387 to 1,259 feet per second(fps) above
a depth of approximately 47 feet in CPT Sounding B-9.
2Soil Behavior Type is calculated based on empirical correlations which use the three fundamental
penetrometer measurements(i.e.,tip resistance,sleeve friction,and pore pressure). A CPT may define a
soil based on its behavior as one type,while its grain size and plasticity(the traditional basis for soil
classification)may define it as a different type.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
The stabilized water levels were measured at depths ranging from 2.3 to 6.0 feet below
the ground surface in the piezometers,boreholes, and CPT soundings performed in the
proposed terminal building area,with an average depth of approximately 4 feet.
A generalized profile representing the subsurface conditions in the proposed terminal
building area is given on Figure 5.
4.3.3 Pavements
The proposed pavement area explorations(B-1,B-2,B-3,B-8,and NA-1 through NA-23)
encountered either topsoil or pavement materials(asphalt overlying crushed stone)at the
ground surface. Below these surficial materials,five basic soil strata were encountered
within the maximum exploration termination depth of 60 feet. The strata interpreted
from the CPT sounding(B-1)represent approximate boundaries between soil behavior
types3. The strata are briefly described in the following table:
Table 4—Generalized Subsurface Strata for Pavements
r Average Depth 1
Stratum From ( )I To Description
1* 0.3 I 7 Loose Sand(SP,SW, SP-SM, SP-SC, SM,SC)
(N= 1 to 35 bpf, N-avg= 10 bpf)
(qr avg=49 tsf)
Very Soft Clay(CH, CL)and Very Loose Clayey Sand
2* 7 13 (SC)
(N= 1 to 8 bpf, N-avg=3 bpf)
(qc avg=5 tsf)
Loose Sand(SW,SP, SP-SM)
3* 13 30 (N=2 to 16 bpf, N-avg=10 bpf)
(q-avg=37 tsf)
Soft Clay(CL)
4* 30 46 (N=1 to 7 bpf, N-avg=4 bpf)
(qr avg= 13 tsf)
CASTLE HAYNE FORMATION:
5* 46 60 Very Dense Sand(SC)
(N=35 to 100 bpf, N-avg=60 bpf)
(qc= 124 tsf to refusal)
Notes: N = Standard Penetration Test blow count
bpf = blows per foot
qc = CPT tip stress
avg = average
* =not encountered in all of the proposed pavement area explorations
3Soil Behavior Type is calculated based on empirical correlations which use the three fundamental
penetrometer measurements(i.e.,tip resistance,sleeve friction,and pore pressure). A CPT may define a
soil based on its behavior as one type,while its grain size and plasticity(the traditional basis for soil
classification)may define it as a different type.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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The stabilized water levels were measured at depths ranging from 2.2 to 5.4 feet below
the ground surface in the piezometers, boreholes, and CPT soundings performed in the
proposed pavement areas,with an average depth of approximately 3 feet.
5 CONCLUSIONS AND RECOMMENDATIONS
5.1 Site Preparation
Site preparation should be initiated by clearing and stripping the proposed construction
areas of any asphalt, curbing,trees, shrubs, other plants,topsoil,roots, organics, and
other unsuitable material. We anticipate an average stripping depth of 8 inches to remove
the topsoil and rootmat in existing grass-covered areas, and an average stripping depth of
6 inches to remove asphalt from existing paved areas. Any buried existing structures,
pavements, slabs, or foundations should be completely demolished and removed from the
proposed construction areas. Any utilities that may exist within the proposed building
footprints should be relocated, and any within pavement areas should be evaluated and
relocated as needed prior to construction.
After stripping in proposed fill areas and after excavation to design subgrade elevations
in cut areas,we recommend that the exposed subgrade soils be proofrolled with a loaded
tandem-axle dump truck to locate any areas of soft or otherwise unsuitable surface
conditions.
Any area that ruts or pumps should be disced,moisture conditioned to near the soil's
optimum moisture content by drying or wetting, and recompacted. Alternatively,
unstable soils could be undercut and replaced with compacted backfill, as discussed
below.
Based on the explorations and our site observations,we anticipate potential undercutting
of near-surface soils in the approximate areas shown on Figures 6 and 7, in addition to
localized areas between the boring locations, such as drainage swales to be filled. We
anticipate that approximately 3 feet of undercutting will be necessary in the areas shown
on Figure 6, and 3 to 6 feet of undercutting in the areas shown on Figure 7. The total
amount of undercutting will depend on the design grades and the weather conditions at
the time of proofrolling and site earthwork. It is typically more practical and economical
to undercut and replace soft,wet subgrades soils rather than disc,dry, and recompact
them, especially during the typically cooler,wetter months of the year(November
through March).
We recommend that the construction contract include an allowance for the undercutting of
unsuitable soils and replacement with compacted structural fill. Due to the relatively
shallow seasonal high water table,we recommend that,if possible,design grades be no
lower than.the existing ground surface,and preferably at least 1 to 2 feet higher than existing
grades. For local projects,it is typically more economical to import fill and raise grades
rather than balance the site earthwork.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project.Albert J. Ellis Airport,Jacksonville, NC December 6.2011
Once the initial proofrolling and,if necessary,undercutting of the subgrade soils in the
building,pavement,and any other structural areas have been completed,the contractor
should protect the exposed soil subgrades by smooth-rolling and grading the site to promote
surface water runoff. Exposure to the environment and construction activities will likely
weaken the exposed subgrade soils. If deterioration of the soil occurs during the
construction process,discing and drying,recompaction,densification, stabilization with
geotextiles,and/or undercutting and replacement with structural fill may be necessary,and
should be performed by the contractor as recommended by the geotechnical engineer at no
additional expense to the owner.
Because this is a site which has been developed in the past,there is a potential for existing
fill,buried foundations,utilities,and debris to be present at the site. The explorations did
not encounter refusal on any relatively shallow obstructions,but they were widely spaced,
and buried debris or obstructions are possible at this site. The construction contract should
include allowances for the demolition and removal of obstructions or buried debris from the
site.
5.2 Structural Fill and Backfill
5.2.1 Placement
Where structural fill is required to reach finished grade,we recommend that a clean sand,
a slightly silty sand, a slightly clayey sand,a silty sand, or a clayey sand having a Unified
Soil Classification of SW, SP, SP-SM, SP-SC, SM,or SC be used. The fill should be
generally free of organics (less than 1 percent by weight per ASTM D-2974)and free of
debris.
Structural fill in the building areas and landside pavement areas should be placed in 8 to
10-inch thick lifts, and should be compacted to at least 95 percent of the standard Proctor
maximum dry density(ASTM D-698). The upper 12 inches of structural fill under
structures or landside pavements should be compacted to at least 98 percent of the
material's standard Proctor maximum dry density. The moisture content of the fill should
be within+/-3 percent of the material's standard Proctor optimum moisture content for
SP-SM, SP-SC, SM,or SC and within+/- 5 percent for SW or SP. The contractor should
wet,mix, and/or dry the soil, as necessary,to meet this moisture requirement.
Structural fill in the airside pavement areas should be placed in 8 to 10-inch thick lifts,
and should be compacted to at least 95 percent of the modified Proctor maximum dry
density(ASTM D-1557). The upper 12 inches of structural fill under airside pavements
should be compacted to at least 98 percent of the material's modified Proctor maximum
dry density. The moisture content of the fill should be within+/-2 percent of the
material's modified Proctor optimum moisture content. The contractor should wet, mix,
and/or dry the soil,as necessary,to meet this moisture requirement.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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To confirm that the specified degree of compaction is being obtained, field density testing
should be performed in each fill lift by the geotechnical engineer's representative. We
recommend that density tests be performed at a minimum frequency of one test per 2,500
square feet per lift in the building and pavement areas, and one test per 100 linear feet per
lift of utility trench backfill in structural areas.
5.2.2 Use of On-Site Soil as Structural Fill and Backfill
Based on the near-surface soils encountered in the borings,the majority of the on-site
soils down to a depth of approximately 2 to 4 feet should be suitable for use as structural
fill (excluding topsoil,rootmat, and peat). The clayey sands(SC)may be reused, but are
moisture sensitive and can be more difficult to adequately compact. Soils excavated from
below the water table(approximately 2 to 4 feet deep)are likely to be excessively wet
and should not be reused as compacted structural fill unless they can be disced and dried
to within the specified moisture content range.
5.3 Seismic Design
A Site Class D is recommended for design based on the seismic shear wave velocity
measurements in CPT Sounding B-9. The seismic shear wave velocity measurements are
included in the Appendix of this report.
5.4 Foundation Support
5.4.1 T-Hangar
The proposed T-Hangar should be supported on shallow foundations. A net allowable
bearing pressure of 1,500 psf should be used for design of the shallow foundations bearing
on suitable natural soils or properly compacted structural fill.
We estimate the total settlement for the footings will be less than 1 inch,which is
typically tolerable by structures similar to that proposed. Differential settlement between
column footings should also be tolerable(less than about 1/2-inch).
Shallow foundations should be designed to bear at least 12 inches below finished grades
for frost protection and protective embedment. In accordance with the North Carolina
Building Code, column footings should be at least 24 inches square and wall footings
should be at least 16 inches wide to prevent a punching shear failure of the foundation
bearing soils. Turndown slabs should be at least 12 inches wide under walls in
accordance with the North Carolina Building Code.
We recommend that the footing excavations be observed by the geotechnical engineer's
representative to verify that suitable soils are present at,and below,the proposed bearing
elevation. If soft,very loose,or unsuitable materials are encountered in the footing
excavations,they should be undercut and replaced with washed crushed stone(NCDOT No.
57 or No.67)or compacted structural fill. Relatively thin zones of very loose sand(SP, SP-
SM)at the bottom of the footing elevation can be densified in place using a jumping jack
compactor or vibratory plate tamp.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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Based on the borings,we anticipate that undercutting of footings will be required in the
vicinity of Boring NB-2 to remove zones of very loose sand within 3 to 5 feet of the existing
ground surface,as shown on Figure 6. Localized undercutting of footings between the
boring locations may also be necessary. We recommend that the construction contract
include an allowance for the undercutting of unsuitable soils and replacement with No.57 or
No. 67 stone or compacted structural fill.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during
inclement weather. Saturation of the footing subgrade can cause a loss of strength and
increased compressibility. If construction occurs during inclement weather and concreting
of foundations is not possible at the time they are excavated,the footing bearing conditions
should be re-evaluated after removal of any water and wet,softened soils prior to placement
of reinforcing steel and concrete. Also, concrete should not be placed on frozen subgrades.
5.4.2 Terminal Building and Mechanical Building
If the proposed terminal building and mechanical building are supported on shallow
foundations,we estimate total column settlements greater than 2 inches and total wall
settlements greater than 1 inch,which are greater than those typically tolerable by similar
structures. Differential settlements between consecutive columns,along walls,and between
columns/walls/floors would also be excessive.
We evaluated surcharging the site,followed by shallow foundation support of these
buildings. However,due to the thickness of the soft to firm clay and very loose clayey sand
foundation soils(Strata 2 through 5)and the consolidation test results,we estimate that post-
construction total settlements would be greater than 1 inch and differential settlements
would be greater than 1/2 inch,even with up to 10 feet of surcharge.
S&ME and RS&H also evaluated both ground improvement(aggregate piers or stone
columns)and deep foundations(precast concrete piles)for foundation support of the
proposed terminal building and mechanical building. Preliminary pricing information for
ground improvement was obtained from a specialty contractor which designs and installs
aggregate piers/stone columns. It was determined that aggregate piers/stone columns would
be more economical than precast concrete piles for this project.
Therefore,we recommend that the proposed terminal building and mechanical building be
supported on shallow foundations following ground improvement of subsurface soils to
control settlement from foundation loads. Ground improvement options for this site include
rammed aggregate piers and vibro-replacement stone columns. Design and installation of
ground improvement elements should be performed by a specialty contractor to limit footing
and floor slab settlements to 1 inch total and%2 inch differential.
The type,diameter,depth,and spacing of stone piers/columns, in addition to the allowable
bearing pressure of the footings,are determined by the specialty contractor's professional
engineer. Installation of the ground improvement elements should be monitored by S&ME
for compliance with the specialty contractor's design and the project requirements.
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Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
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Vibro-replacement typically relies on densification of existing soils, in addition to the stone
columns themselves,to limit settlement to tolerable amounts. If vibro-replacement is
selected,we recommend that CPT soundings be performed at the site between the stone
elements after installation is complete to measure the densification of the sands(Stratum 1)
and potentially clayey sands(Stratum 2)by comparison of pre-and post-construction cone
tip stress values.
Once foundation locations and design loads have been further developed,this information
could be provided to specialty contactors such as GeoConstructors/GeoStructures,Lane
GeoConstruction,Hayward Baker,or others for them to develop a detailed design and
construction cost estimate. We recommend that their design and cost estimate he submitted
to S&ME for review prior to final acceptance by the owner and general contractor.
To limit post-construction floor slab settlement to tolerable amounts,the aggregate
piers/stone columns should not be installed until rough grading is completed in the terminal
building and mechanical building areas and a delay period is observed. Site preparation and
structural fill placement should be performed in these areas as previously recommended in
this report. A delay period of 30 days should be observed after any structural fill placement
in these building pads prior to installation of the aggregate piers/stone columns. This will
allow for consolidation of the soft clay foundation soils(Strata 2 and 4)due to the weight of
the structural fill to occur prior to foundation and floor slab construction,limiting post-
construction settlements to tolerable amounts.
Please note that stone columns and rammed aggregate pier installation can bring
groundwater to the surface,resulting in deterioration of the building pad soils from the
construction equipment,especially when the soils are clayey sands or clays. If ground
improvement is selected,the entire building pad should be raised at least 1 foot above
existing grades by placing compacted structural fill consisting of clean sand(SP, SW)or
slightly silty sand(SP-SM)prior to installation of ground improvement elements.
Also,please note that even though the borings/soundings did not encounter roots,stumps,
limbs,or other obstructions,they may be present at the site,especially in the Stratum 1
sands and Stratum 2 clays. These types of obstructions may impede the stone element
installation equipment,and production. The specialty subcontractors should include costs
for dealing with potential obstructions in their bids.
After installation of ground improvement stone elements,the proposed terminal building
and mechanical building can be supported on shallow foundations with a slab-on-grade
ground floor. For preliminary design purposes,a net allowable bearing pressure of up to
5,000 psf can be used for sizing of the column and wall footings bearing on stone
columns/rammed aggregate piers. This value needs to be confirmed by,and may possibly
be modified by,the specialty subcontractor's design.
For the columns subjected to uplift loading,one of the following two options could be
implemented:
12

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
1) Enlarge the column footings to provide uplift resistance,which would decrease the
applied bearing pressure for a given column compression load.
2) Incorporate uplift anchors in the stone columns or rammed aggregate piers designed
by the specialty contractor to resist the design uplift loads.
The load-bearing walls should be supported by conventional wall footings or stiffened grade
beams bearing on the foundation soils improved by the stone columns or rammed aggregate
piers. The stiffened grade beams will better span loose or soft soils between the stone
columns or rammed aggregate piers and limit settlements to the design tolerances.
Shallow foundations should be designed to bear at least 12 inches below finished grades
for frost protection and protective embedment. In accordance with the North Carolina
Building Code, column footings should be at least 24 inches square and wall footings
should be at least 16 inches wide to prevent a punching shear failure of the foundation
bearing soils.
We recommend that the footing excavations be observed by the geotechnical engineer's
representative to verify that the stone elements and suitable soils are present at,and below,
the proposed bearing elevation. If soft,loose,or unsuitable materials are encountered in the
footing excavations,they should be undercut and replaced with washed crushed stone
(NCDOT No. 57 or No. 67)or compacted structural fill. Relatively thin zones of very loose
sand at the bottom of the footing elevation can be densified in place using hand compaction
equipment. We recommend that the construction contract include an allowance for the
undercutting of unsuitable soils and replacement with No. 57 or No. 67 stone or compacted
structural fill.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during
inclement weather. Saturation of the footing subgrade can cause a loss of strength and
increased compressibility. If construction occurs during inclement weather and concreting
of foundations is not possible at the time they are excavated,the footing bearing conditions
should be re-evaluated after removal of any water and wet,softened soils prior to placement
of reinforcing steel and concrete. Also,concrete should not be placed on frozen subgrades.
5.5 Ground Floor Slabs
The proposed buildings can incorporate slab-on-grade ground floors. Construction(i.e.,
cold)joints in the floor slab should incorporate dowels to prevent differential settlement at
the joints. Concrete floor slabs should be constructed above suitable existing soils or newly-
placed,well-compacted structural fill. We recommend that at least 6 inches of compacted
clean sand(SP,SW)be placed beneath all ground floor slabs to provide more uniform slab
support and to reduce damage to subgrade soils during construction. A modulus of
suhgrade reaction value of 150 pci(pounds per square inch,per inch)may be used to design
floor slabs on properly prepared subgrades. The need for a synthetic vapor barrier should be
evaluated by the designer of the structure.
13

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Proiect,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
Depending on design grades and the thickness of structural fill to be placed in the building
areas,undercutting,reconditioning,and/or replacement of the near-surface soils could be
required for the ground floor slabs. If fill is placed in the building areas,we recommend that
a 30-day delay period be observed between placement of the fill and beginning floor slab
construction to allow for consolidation of the deeper very soft clays for the T-Hangar,the
terminal building,and the mechanical building.
5.6 Pavements
5.6.1 Existing Airside Pavements
As requested, some of the borings were drilled in existing airside paved aprons to
evaluate the existing pavement section thicknesses and evaluate the soil subgrade
conditions. These borings were NA-9,NA-10,NA-14,NA-15,and NA-17.
The measured pavement layer thicknesses are given in the table below. We have also
calculated the equivalent structural number for the combined asphalt-crushed stone
pavement at each of the boring locations,as shown in the table:
Table 5—Existing Apron Pavement Conditions
I I Crushed I I li
Asphalt Equivalent
Stone Soil Subgrade
Boring Thickness Structural
(in) Thickness Number' Description
(in.)
NA-9 3 7 2.30 Medium Dense Moist Sand(SM)
NA-10 5 5 2.90 Medium Dense Moist Sand(SP-SM)
NA-14 7 0 3.08 Loose Moist Sand(SP-SM)
NA-15 7 5 3.78 Medium Dense Moist Sand(SP-SM)
NA-17 10 3 4.82 Very Loose to Loose, Moist to Wet, Clayey
Sand(SC)with Organics
Average: 6 4 3.20
Note: Equivalent Structural Number calculated assuming layer coefficients of 0.44 for asphalt and 0.14 for
crushed stone. No reduction applied for pavement age or distress.
The subgrade soils indicated by the borings in the existing apron area are generally
suitable for support of asphalt pavement for aircraft using the airport. However,the
subgrade soils at NA-17 are very poor pavement subgrade materials. Please note that the
asphalt is thickest at this location,possibly due to past overlays and repairs needed
because of the very poor subgrade soils in this area.
5.6.2 New Airside Pavements
In cut areas after stripping,the cleared surface should be completely broken up by
plowing or scarifying to a minimum depth of 6 inches. These areas should then be
compacted to at least 100 percent of the material's modified Proctor maximum dry
density within+/-2 percent of the material's modified Proctor optimum moisture content.
14

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville, NC December 6.2011
In fill areas,the upper 12 inches of the pavement soil subgrade should be compacted to at
least 100 percent of the material's modified Proctor maximum dry density within+/-2
percent of the material's modified Proctor optimum moisture content,as previously
discussed in this report.
After the subgrade has been substantially completed,the full width shall be conditioned
by removing any soft or other unstable material that will not compact properly. The
resulting areas and all other low areas,holes, or depressions should be brought to grade
with suitable select material. Scarifying,blading,rolling and other methods should be
performed to provide a thoroughly compacted subgrade shaped to the lines and grades
shown on the plans.
Grading of the subgrade should be performed so that it will drain readily. The Contractor
should take all precautions necessary to protect the subgrade from damage. The
Contractor should limit hauling over the finished subgrade to that which is essential for
construction purposes. All ruts or rough places that develop in a completed subgrade
should be smoothed and recompacted. No subbase,base, or surface course should be
placed on the subgrade until the subgrade has been evaluated by the geotechnical
engineer's representative.
The laboratory test results indicate California Bearing Ratio values for on-site,near-
surface soiis within the upper 4 feet of the existing ground as given in the following table.
The modulus of subgrade reaction for each sample was based on published correlations
with CBR values4:
Table 6—Laboratory CBRs and Estimated k-values
Sample
Soil
Boring Depth Classification CBR (psi/in)
(feet)
NA-2 1 -5 SM 61 575
NA-5 1 -5 SP-SM 36 380
NA-11 1 -5 SP-SM 25 300
Average: 41 425
The laboratory measured CBR values are relatively high for local soils which classify as
silty sand(SM)and slightly silty sand(SP-SM),most likely due to the higher than typical
medium sand content. Most locally available soils have much more fine sand and
medium sand. We assume that imported fill will be required to achieve the design grades
in the majority of the airside pavement areas. Therefore,we recommend that a CBR=15
and k=200 psi/in be used for design of the apron pavements.
4FAA Advisory Circular No. 150/5320-6E,"Airport Pavement Design and Evaluation", September 30,
2009.
15

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville. NC December 6,2011
5.6.3 Landside Pavements
We anticipate that a majority of the near-surface soils in the proposed pavement areas
will be sands (SP, SP-SM, SM)with some zones of clayey sands(SC). These soils are
generally fair to good for pavement support. Our experience with similar soils indicates
typical soaked CBR values of 5 to 10. The laboratory test results for the bulk sample
obtained from Boring NA-19 indicated a CBR value of 17 for the silty sand(SM).
Based on the laboratory test results and our experience with similar projects,we
recommend that a CBR=8 and k=175 psi/in be used for design of the landside pavements.
Based on the anticipated traffic and subgrade conditions,we recommend the pavement
thicknesses and configurations over the prepared soil subgrades given in the following
table:
Table 7—Landside Pavement Thickness Recommendations
Thickness(in.
Light-Duty Medium- I Heavy-Duty
Pavement Material (1 ESAL per Duty(5 (15 ESALs
Type day, 20 yrs) ESALs per per day,20
day,20 yrs) Yrs)
Concrete 5 6
Rigid (4,000 psi)
Aggregate Base Course(ABC) 4 4 4
Superpave Asphalt Surface
Course 1.5 1 1
Flexible- Type SF9.5A
Option 1 Superpave Asphalt Intermediate
Course N/A 2.5 2.5
Type I19.0B
Aggregate Base Course (ABC) 6 6 8
Superpave Asphalt Surface 3 3
Course 2 (two lifts) (two lifts)
Flexible- Type S9.5B
Option 2 Superpave Asphalt Intermediate
Course N/A N/A N/A
Type 119.0B
Aggregate Base Course (ABC) 6 6 8
Light-duty pavements should be designated for car parking areas. Medium-duty
pavements should be designated for entrances and exits,access roads,driveways, and
truck lanes, such as the T-Hangar access road. Medium-duty concrete pavement should
be used in areas in front of loading docks and dumpsters. One of the recommended
heavy-duty pavement sections should be used for the terminal loop access road.
Pavements and bases should he constructed in accordance with the guidelines of the
current edition of the North Carolina Department of Transportation's "Standard
Specifications for Roads and Structures". Materials,weather limitations,placement, and
compaction are specified under appropriate sections of this publication.
16

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport.Jacksonville, NC December 6,2011
5.6.4 General
Early placement of the graded aggregate base course will minimize the deterioration of
prepared soil subgrades. However, some loss of graded aggregate due to ratting and
surface contamination may occur prior to final asphalt or concrete paving. Some infilling
and regrading of the graded aggregate in conjunction with sweeping with a wire broom
may be required.
Prevention of infiltration of water into the subgrade is essential for the successful
performance of any pavement. Both the subgrade and the pavement surface should be
sloped to promote surface drainage away from the pavement structure.
Although the asphalt pavements should have a 15 to 20 year performance period,our
experience indicates an overlay may be needed in approximately 7 to 10 years due to
normal weathering of the asphalt surface if flexible pavements are used for this project.
Also, some areas could require repair in a shorter time period.
5.7 Retaining Walls
We understand that retaining walls will be constructed to provide general site grade
separation. We recommend that any retaining walls be designed with regard to the lateral
pressure exerted by the compacted backfill and retained soils in accordance with the North
Carolina Building Code. In addition to the iaterai ioads exerted by the soii against the walls,
allowances should be included for lateral stresses imposed by any temporary or long-term
surcharge loads,such as vehicles or equipment,adjacent to the walls. In addition to internal
and external stability,we recommend that the global stability of any retaining wall be
analyzed. In accordance with the North Carolina Building Code,retaining systems greater
than 5 feet in height within a horizontal distance of 50 feet should be designed and certified
by a registered professional engineer.
We recommend that the following soil properties be used for retaining wall design,
provided the on-site soils observed in the explorations (or similar soils)will be used as
backfill against the walls or between geogrid layers if a reinforced segmental block wall
system is constructed:
1. Active Lateral Earth Pressure Coefficient=0.33
2. At-Rest Lateral Earth Pressure Coefficient=0.50
3. Passive Lateral Earth Pressure Coefficient=3.0
4. (1)' =30° Angle of Internal Friction of Backfill
5. c=0 psf Cohesion of Backfill
6. chili 1,500 psf Allowable Bearing Pressure of Foundation Soil
7. yM=120 pcf Moist Soil Unit Weight of Backfill
17

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Proiect,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
Cantilever retaining walls should be designed using the active lateral equivalent pressure
coefficient given above. Fixed walls (e.g.,pit,basement,or foundation walls) should be
designed using the at-rest lateral earth pressure coefficient given above. The backfill
should be properly drained and meet other requirements given in this report. The design
of the retaining walls should also include surcharge loads due to vehicles, equipment, or
other live loads acting at the top of the wall.
Typically, segmental block retaining walls are designed as cantilever systems using
active earth pressure coefficients. Cantilever retaining walls have to deflect laterally to
mobilize the active earth pressures,which are lower than at-rest earth pressures. The
lateral movement can result in settlement of the reinforced and retained soil zones behind
the walls. Pavements, slabs, structures, and utilities in these areas can be cracked or
otherwise damaged due to settlements induced by wall movements. Therefore,we
recommend that the wall designer evaluate the proposed wall, including the proposed
project components above and behind the retained zone, for resistance to this type of
movement and damage.
Structures,slabs,pavements, or utilities should not be placed at or within one height of the
top of cast-in-place or segmental block retaining walls,unless the walls are designed to limit
horizontal and vertical movement of the backfill and retained soils. This can be done by
modeling the at-rest,rather than the active,earth pressure conditions.
External stability of the proposed retaining walls should be checked during design,
including resistance to sliding, overturning,and global slope failure. Lateral loads
applied to cast-in-place concrete retaining wall footings can be resisted by the friction
between the footing concrete and the foundation bearing soil. A friction factor of 0.45
may be used for this case. To achieve this friction factor,the bearing surface must be
free of mud or loose soil at the time of concrete placement. In addition to the dead
weight of the structure and footing concrete,the soil backfill above the footing may be
included as dead weight in sliding and overturning analyses.
The analysis of global slope stability for the retaining walls was beyond the scope of our
services. We recommend that this stability be checked once the design wall heights and
grades have been determined.
Drainage of the backfill behind the retaining walls should be provided to prevent the
build-up of hydrostatic pressures from moisture in the backfill. We recommend that a
prefabricated geocomposite drainage material(Miradrain TM 6000 or equivalent)be
applied to the back of cast-in-place concrete walls. This vertical drain should be tied into
a perforated PVC or HDPE pipe drain located at the base of the wall by wrapping the
bottom edge of the product sheets all the way around the pipe. In addition,a 2-foot wide
zone of clean sand fill(SP, SW) should separate the drain material from the common soil
backfill behind the wall. Alternatively, a 2-foot wide zone of clean crushed stone may be
used instead of the prefabricated geocomposite drainage material and sand provided it is
separated from the backfill by a filter fabric. Perforated pipe used to assure positive
drainage should have a slot width or hole diameter no larger than 3/8 inch. A 2-foot thick
layer of clay or clayey sand should cap the backfill and slope away from the wall to
reduce the quantity of surface water that might seep into the backfill.
18

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
If gravity drainage of retaining walls cannot be achieved due to site grade restrictions,a
permanent sump pit and pump should be designed and used for this project.
Alternatively,reinforced concrete retaining walls could be waterproofed and designed to
resist potential hydrostatic pressure(e.g., elevator pit walls).
We recommend that wall backfill materials be compacted with hand-held equipment to at
least 95 percent of the standard Proctor maximum dry density and that moisture contents
be maintained as previously recommended. Hand-held equipment must be used to avoid
placing high stresses on the wall during compaction. Heavy compactors and grading
equipment should not be allowed to operate within 5 to 10 feet of the wall during
backfilling to avoid developing excessive temporary or long-term lateral soil pressures.
6 LIMITATIONS OF GEOTECHNICAL REPORT
The exploration locations given in this report should be considered accurate only to the
degree implied by the methods used to determine them.
The exploration logs represent our interpretation of the subsurface conditions based on
the field logs and visual examinations of samples by a soils technician or a geotechnical
engineer in addition to tests of the field samples. The lines designating the interfaces
between various strata may be gradual.
The generalized subsurface strata and profiles described in this report are intended to
convey trends in subsurface conditions. The boundaries between strata are approximate
and idealized. They have been developed by interpretations of widely-spaced
explorations. Therefore, actual subsurface conditions may vary from those given
between test locations.
Groundwater levels have been measured or inferred in the explorations at the times and
under the conditions stated on the exploration logs in this report. Changes in the
groundwater conditions may occur due to variations in rainfall, evaporation, construction
activity, surface water runoff, and other site specific factors.
The assessment of possible wetlands, site environmental conditions, and the
determination of contaminants in the soil,rock, surface water, or groundwater of the site
were beyond the scope of geotechnical engineering services provided for this project.
The recommendations provided in this report are based on our understanding of the
project information given in this report and on our interpretation of the surface and
subsurface data collected. We have made our recommendations based on our experience
with similar subsurface conditions and similar projects. The recommendations apply to
the specific project discussed in this report;therefore, any changes in the project
information should be provided to us so we may review our conclusions and
recommendations and make any appropriate modifications.
S&ME should be retained for a general review of the design drawings and specifications
to verify that geotechnical recommendations are properly interpreted and implemented.
19

Revised Geotechnical Engineering Report S&ME Project No. 1061-11-016A
New Terminal Project,Albert J. Ellis Airport,Jacksonville, NC December 6,2011
Regardless of the thoroughness of a geotechnical study,there is always a possibility that
subsurface conditions will be different from those at the exploration locations where
conditions will not be as anticipated by the designers or contractors, or that the
construction process will alter soil conditions. Therefore,the geotechnical engineer's
representative should observe the site preparation, earthwork,foundation construction,
floor slab construction,pavement construction, and/or retaining wall construction to
confirm that the conditions indicated by the geotechnical explorations actually exist. We
recommend the owner retain S&ME for this service due to our familiarity with the
project,the subsurface conditions at the site, and the intent of the recommendations and
design.
This report has been prepared in accordance with generally accepted geotechnical
engineering practice for specific application to this project. The conclusions and
recommendations contained in this report are based on applicable standards of our practice
in this geographic area at the time this report was prepared. No other warranty,expressed or
implied,is made.
20

40.
S&ME
APPENDIX
S&ME,!NC./3006 Hall Waters Drive,Suite 100/Wilmington,NC 28405/p 910.799.9945/www.smeinc.com

$S&ME
Important Information About Your
Geotechnical Engineering Report
Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.
The following information is provided to assist you in understanding and managing the risk of these variations.
Geotechnical Findings Are Professional Services Are Performed for Specific Projects
Opinions Because the scope of each geotechnical
Geotechnical engineers cannot specify material exploration is unique, each geotechnical report is
properties as other design engineers do. unique. Subsurface conditions are explored and
Geotechnical material properties have a far broader recommendations are made for a specific project.
range on a given site than any manufactured Subsurface information and recommendations may
construction material, and some geotechnical not be adequate for other uses. Changes in a
material properties may change over time because proposed structure location,foundation loads,
of exposure to air and water, or human activity. grades, schedule, etc. may require additional
geotechnical exploration, analyses, and
Site exploration identifies subsurface conditions at consultation. The geotechnical engineer should be
the time of exploration and only at the points where consulted to determine if additional services are
subsurface tests are performed or samples required in response to changes in proposed
obtained. Geotechnical engineers review field and construction, location, loads, grades, schedule, etc.
laboratory data and then apply their judgment to
render professional opinions about site subsurface Geo-Environmental Issues
conditions.Their recommendations rely upon these The equipment,techniques, and personnel used to
professional opinions.Variations in the vertical and perform a geo-environmental study differ
lateral extent of subsurface materials may be significantiy from those used for a geotecnnical
encountered during construction that significantly exploration. Indications of environmental
impact construction schedules, methods and contamination may be encountered incidental to
material volumes.While higher levels of subsurface performance of a geotechnical exploration but go
exploration can mitigate the risk of encountering unrecognized. Determination of the presence, type
unanticipated subsurface conditions, no level of or extent of environmental contamination is beyond
subsurface exploration can eliminate this risk. the scope of a geotechnical exploration.
Scope of Geotechnical Services Geotechnical Recommendations Are Not
Professional geotechnical engineering judgment is Final
required to develop a geotechnical exploration Recommendations are developed based on the
scope to obtain information necessary to support geotechnical engineer's understanding of the
design and construction.A number of unique proposed construction and professional opinion of
project factors are considered in developing the
scope of geotechnical services, such as the site subsurface conditions.Observations and tests
exploration objective;the location,type, size and must be performed during construction to confirm
weight of the proposed structure; proposed site subsurface conditions exposed by construction
grades and improvements; the construction excavations are consistent with those assumed in
schedule and sequence; and the site geology. development of recommendations. It is advisable to
retain the geotechnical engineer that performed the
Geotechnical engineers apply their experience with exploration and developed the geotechnical
construction methods, subsurface conditions and recommendations to conduct tests and
exploration methods to develop the exploration observations during construction.This may reduce
scope. The scope of each exploration is unique the risk that variations in subsurface conditions will
based on available project and site information. not be addressed as recommended in the
Incomplete project information or constraints on the geotechnical report.
scope of exploration increases the risk of variations
in subsurface conditions not being identified and
addressed in the geotechnical report.
Portion obtained with permission from Important Information About Your Geotechnical Engineering Report",ASFE,2004
S&ME,Inc.2010

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® S&ME Soil Test Boring 3/11/2011
and 3/14/2011 REFERENCE:
DRAWING TITLED"ONLSOW COUNTY,ALBERT J.
Qh S&ME Soil Test Boring 10/24/2011 50-0' ELLIS AIRPORT,EXHIBIT 1,GEOTECHNICAL
Through 10/27/2011 BORING LOCATIONS",PRPARED BY RS&H.
SCALE:AS SHOWN EXPLORATION LOCATION PLAN FIGURE
NEW TERMINAL PROJECT NUMBER
CHECKED BY: NPB omS&ME ALBERT J. ELLIS AIRPORT 3
DRAWN BY: TMS
JACKSONVILLE, NORTH CAROLINA
DATE: 11/30/2011 S&ME PROJECT NUMBER: 1061-11-016A

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UNDE
AREA ANTICIPATED3 TO 6 FEET RCUT , I rle
B-7 y,A. • 1 B-3 APPROX.
. . '` • I •`` MECHANICAL
S&ME CPT Sounding 3/8/2011 I BLDG.
® S&ME Soil Test Boring 3/11/2011
and 3/14/2011 REFERENCE:
DRAWING TITLED"ONLSOW COUNTY,ALBERT J.
} S&ME Soil Test Boring 10/24/2011 0, — 5f1 imom 0' ELLIS AIRPORT,EXHIBIT 1,GEOTECHNICAL
Through 10/27/2011 BORING LOCATIONS",PRPARED BY RS&H.
SCALE:AS SHOWN ANTICIPATED UNDERCUT PLAN FIGURE
CHECKED BY: NPB �
NEW TERMINAL PROJECT NUMBER
- ALBERT J. ELLIS AIRPORT 7
DRAWN BY: TMS JACKSONVILLE, NORTH CAROLINA
DATE: 11/30/2011 S&ME PROJECT NUMBER: 1061-11-016A _ I

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log) CONSISTENCY OF COHESIVE SOILS
':'''':' STD. PENETRATION
,t F i I I
'.t.t.t RESISTANCE
WWI
CONSISTENCY BLOWS/FOOT
Asphalt Very Soft 0 to 2
Soft 3to4
Concrete Firm 5 to 8
Stiff 9 to 15
UVeryStiff 16 to 30
Topsoil Hard 31 to 50
��� Very Hard Over 50
I Partially Weathered
Rock RELATIVE DENSITY OF COHESIONLESS SOILS
i
/ i Cored Rock
STD. PENETRATION
'1•4� WELL-GRADED GRAVELS,GRAVEL- RESISTANCE
;�; GW SAND MIXTURES,LITTLE DR NO RELATIVE DENSITY BLOWS/FOOT
FINES
d40', POORLY-GRADED GRAVELS, Very Loose 0 to 4
,o, ; G p GRAVEL-SAND MIXTURES,LITTLE Loose 5 to 10
OR NO FINES Medium Dense 11 to 30
Nh'�'' GM SILTY GRAVELS,GRAVEL-SAND- Dense 31 to 50
SILT MIXTURES Very Dense Over 50
,'., GC CLAYEY GRAVELS,GRAVEL-SAND-
i j,,, CLAY MIXTURES
SAMPLER TYPES
,.,:ti# WELL-GRADED SANDS,GRAVELLY (Shown in Samples Column)
::::.8 `SW SANDS,LITTLE OR NO FINES
II Shelby Tube
;•�. POORLY-GRADED SANDS,
"••,`• SP GRAVELLY SAND,LITTLE OR NO
,, :j FINES ® Split Spoon
s"11:::
c .;, . SILTY SANDS,SAND-SILT
:::•.:: SM MIXTURES I Rock Core
��rr, CLAYEY SANDS,SAND-CLAY ❑ No Recovery
f ,if SC
% MIXTURES
1-1-
I-1
INORGANIC SILTS AND VERY FINE
FLOUR SILTY OR
ML CLAYEY F NE SANDS, KSANDS OR CLAYEY TERMS
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
CL MEDIUM PLASTICITY,GRAVELLY Standard - The Number of Blows of 140 lb. Hammer Falling
CLAYS,LEANCLAYSs,snTY Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
=_= ORGANIC SILTS AND ORGANIC Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
_=_=_ WI- SILTY CLAYS OF LOW PLASTICITY
REC - Total Length of Rock Recovered in the Core
IIiIll MH D1 R MAceous InMiESArn oRDR • Barrel Divided by the Total Length of the Core
SILTY SOILS Run Times 100%.
CH p ORCn,ACNImO CLAYS OF HIGH RQD - Total Length of Sound Rock Segments
Recovered that are Longer Than or Equal to 4"
OH ORGANIC CLAYS OF MEDIUM TO (mechanical breaks excluded) Divided by the
• HIGH PLAsncITY,ORGANIC SILTS Total Length of the Core Run Times 100%.
WATER LEVELS
(Shown in Water Level Column)
a = Water Level At Termination of Boring A
.Y. = Water Level Taken After 24 Hours "'
... . Loss of Drilling Water ENGINEERING •TESTING
HC = Hole Cave ENVIRONMENTAL SERVICES

CPT Soil Classification Legend
Normalized Friction Ratio
Classification Chart
Si
Lj
--
",
O 10 a \Y
0.'
oo A0.1 0.5 1.0
FRICTION RATIO. f x 100%
NORMALIZED 41 _a,p
(Ref Robertson, 1990)
Robertson's Soil Behavior Tyne(SBT),1990
Group# Description
1 Sensitive, fine grained
2 Organic soils-pests
3 Clays-silty clay to clay
4 Silt mixtures-clayey silt to silty clay
5 Sand mixtures-silty sand to sandy silt
6 Sands-clean sand to silty sand
7 Gravelly sand to dense sand
8 Very stiff sand to clayey sand(High OCR or cemented)
9 . Very stiff,fine grained(High OCR or cemented)
Soil behavior type is based on empirical data and may not be representative of soil classification
based on plasticity and grain size distribution.
Relative Density and Consistency Table
SANDS SILTS and CLAYS
Cone Tip Stress,qc(tsf) Relative Density ' Cone Tip Stress, qc(tsf) Consistency
Less than 20 Very Loose Less than 5 Very Soft -
20-40 Loose 5- 15 Soft to Firm
40- 120 Medium Dense 15-30 Stiff
120=zoo . erase sa-60 Ve y Stiff
Greater than 200 YL. Ver'I Dense Greater than 60 Hard

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-1
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD: Mud Rotary BORING DEPTH:20.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-27-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
Lu Ili p STANDARD PENETRATION TEST DATA
Nno ! a a (blows/ft)
N-Valuew i a MATERIAL DESCRIPTION tx 2
0 u a 0 u
L
Q O Z W
> 10 20 30 60 80
_`:7:.•:; \Topsoil(3 inches) f _ I
_.•. Loose Wet Gray-Brown Silty SAND(SM) 8
_:'.1.:•• Loose Saturated Gray-Brown Poorly-Graded SAND -
5—••,•1. with Silt(SP-SM) X _ 5
Very Loose to Loose Saturated Brown ID 5
-•• ,• • Poorly-Graded SAND(SP)with Cemented Sand -
- •
•. Fragments -
10— - 3
-• • Very Loose Saturated Gray Silty SAND(SM) Z - 3
15—• • • —
20 Z 4
Boring terminated at 20 feet.
-
25— —
30— —
5 - -
0 35— —
0
u; - -
2 - -
as 40— —
<o _
0
S - -
0 45— —
w -
a
❑ _
z
- -
co
}
a 50— —
a
2
O - -
o
oil - I =-
NOTES:
1.MIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE Page a of
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. S&ME2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. .yTc '
HAMMER FALLING 30IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER •'
1 FT. `e'
ENGINEERING -TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL!SAT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-2
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD: Mud Rotary BORING DEPTH:50.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-27-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
v w w p STANDARD PENETRATION TEST DATA
0- o a > 17 (blows/ft) N-Value I MATERIAL DESCRIPTION W Wt.v0
0 ¢ CO Z w
10 20 30 60 80
_ •. Topsoil(2 inches) ` _
- :• Very Loose Saturated Gray Silty SAND(SM) Z _ 4
- • Very Loose Saturated Gray Poorly-Graded SAND - 4
5— (SP)
1.,'' Loose Saturated Brown Poorly-Graded SAND with ID - 8
-• : Silt(SP-SM)with Cemented Sand Fragments -
-• •• Very Loose Saturated Greenish-Gray Silty SAND E 4
10—'• • (SM)with Cemented Silt Fragments -
_ -
Very Loose Saturated Gray Silty,Clayey SAND _
15 (SC SM) - WOH
W=21.5%,%Fines=26.6%,LL=20,PI=5
_:•.f.: ' Very Loose Saturated Gray Poorly-Graded SAND _
• with Silt(SP-SM) E 3
20— •..`•':
Medium Dense Saturated Yellow-Brown 14
25 Well-Graded SAND(SW)
-
30J/, Very Soft Saturated Gray Fat CLAY(CH) Ln - 2
4
35 -V Z WOH
iii
a 40� Firm Moist Greenish-Gray Lean CLAY(CL) X - 5
4 -
0 45 Stiff Saturated Gray Lean CLAY(CL)with Shell 14
a J/ Fragments
o
a
_:.:1 Medium Dense Saturated Gray Well-Graded SAND a 50 with Silt(SW-SM)with Shell Fragments E _ 24
a_ - Boring terminated at 50 feet. -
o - -
O
W = i
m
co
NOTES:
Page4 of 4
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE r of r
NAMED PROJECT AIDD MUST ONLY BE USED TOGETHER WITH
THATAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN .400,.._ sill milt
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. '
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER <e,"
1 FT.
ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-3
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD: Mud Rotary BORING DEPTH:20.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-28-11
DRILLER
: Norwood Williams DRILL RIG: CME-550x
xIw I Wa aw p STANDARD PENETRATION TEST DATA
w o MATERIAL DESCRIPTION W < C w (blows/ft) N-Value
0 0 C CO Z J
W 10 20 30 60 80
_ . \Topsoil(3 inches) f _
• Loose Wet Gray Silty SAND(SM) i = 6
5-••••:.: Loose Saturated Brown Well-Graded SAND(SW) 10
2
' Loose Saturated Brown Poorly-Graded SAND(SP) _ 8
-' ' • Very Loose Saturated Gray-Brown Silty SAND(SM) Z 4
10— '•:•• with Cemented Sand Nodules
15� Very Loose Saturated Gray Clayey SAND(SC) L 2
_: : :� Very Loose Saturated Gray Silty SAND(SM) -
20 • 2
_ Boring terminated at 20 feet. -
_
25— -
30— -
n -
la 35— -
W
ui - -
m
a -
a 40- -
Co
4 - -
$ - -
0 45— -
re -
o -
z
a -
rn _
50—
a -
a -
m
o - _
o
cn
f
NOTES:
D.-A.wr. 4 , 4
7.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE a uy I vI I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. MEI
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 4
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLO WS OF 140 LB.
HAMMER FALLING 30IN.REQUIRED TO DRIVE 1.4IN.LD.SAMPLER '•'
1 FT. e'
ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-4
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD: Mud Rotary BORING DEPTH:48.5 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 4'on 10-28-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
J
0 >
_ � a lL Q a p STANDARD PENETRATION TEST DATA
o v o MATERIAL DESCRIPTION w (blows/ft) N-Value
•
0 1-LU cn z
i w 10 20 30 60 80
'',!\Topsoil(3 inches) f 1
FILL:Loose Moist Black and Gray Silty SAND(SM) - 8
with Wood and Asphalt Fragments
Soft Saturated Dark Gray Sandy Lean CLAY(CL) 1 X - 4
5 with Trace Roots _
-'•••:• Loose Saturated Gray Silty SAND(SM) X - 10
1''I.= ' Loose Saturated Light Brown and Gray X -
9
10—:•;•. ` Poorly-Graded SAND with Silt(SP-SM)
_, Very Loose Saturated Light Gray Clayey SAND _
15 (SC) _ 3
20 •. Very Loose Saturated Light Brown and - 2
4 Yellow Brown Clayey SAND(SC)
-../Very Soft Saturated Gray Sandy Fat CLAY(CH) _
25 WOH
30 - Loose Saturated BrownLi ht - 5
g and Orange Brown
r.
Silty SAND(SM)
1 >
0 35 Very Soft Saturated Gray Fat CLAY(CH) WOH
a
w
2
m
co
a
(4 40 1
4
o \,........ ......................,.
0 452
Fd Very Dense Saturated Gray Slightly Cemented -_
a Clayey SAND(SC)with Limestone FragmentsEX
} Boring terminated at 48.5 feet. - 50
a 50 —
a
co
= i l
NOTES:1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 of 7
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. !1®
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586.
y Y, .. •
9.PENETRATION(N-VALUE)IS THE NUMBER OF BLO WS OF 140 LB.
HAMMER FAI1.1. G 30IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER oe�'
1FT.. ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-5
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:Mud Rotary BORING DEPTH:50.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 4'on 10-28-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
J
_ C.) ij W W p STANDARD PENETRATION TEST DATA
W - a o MATERIAL DESCRIPTION W m (blows/ft) N-Value
0 Q CO Z W
10 20 30 60 80
_-:. Topsoil(2 inches) f
- • Loose Wet Gray-Brown Silty SAND(SM) E - 7
5_,r, Loose Wet Gray Clayey SAND(SC) - E -
• 6
l
_ : Loose Saturated Dark Gray Well-Graded SAND with 10
Silt(SW-SM) -
' .
- ). Soft Saturated Brown Sandy PEAT(PT) -
4
, �10—, ,,, Organic Content=45.7%
r
--01 I, ,1
_•:•f.='• Loose Saturated Gray Poorly-Graded SAND with
15—•••'•••. Silt(SP-SM) E _
7
-••...1•'}•. -
...,;>: Very Loose Saturated Gray Clayey SAND(SC)
20 _ 4
_9 Very Soft Saturated Gray Fat CLAY(CH)
25 :� �� WOH
30—•;: : Very Loose Saturated Yellow-Brown Well-Graded 'A 4
SAND(SW)
is - -
• Very Soft Saturated Gray Fat CLAY(CH) _
8 35 • • •, g WOH
iii
cei
u) /
Very Soft Saturated Gray Lean CLAY(CL)
a 40 I 1
o
i4 1 _ 2
a 45
o
1- - • Medium Dense Saturated Light Gray Slightly
'z -• • Cemented Silty SAND(SM)with Shell Fragments �� 28
a 50 •
_ Boring terminated at 50 feet.
2
O - -
08 = I = i i i
NOTES:
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE Page 1 of I
NAMED PROJECT AND MUST ONLY BE USED IOGE7HFR WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586.
,z _
SURE
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER oe,'
1FT.
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-6
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:Mud Rotary BORING DEPTH:48.8 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 4'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J i
x k MI I w ru -
MI _1 STANDARD PENETRATION TEST DATA
a
0- o MATERIAL DESCRIPTION w (blows/ft) N-Value
Q Z w
s 10 20 30 60 80
\Topsoil(3 inches) r -
Medium Dense Moist Dark Brown Silty SAND(SM) E _ 15
::.I.:is Loose Saturated Gray-Brown Poorly-Graded SAND 1
5 with Silt(SP-SM) 8
•.'.•..•
E
Loose Saturated Light Brown Poorly-Graded SAND _ 6
(SP) -
..•:f.=./' Very Loose Saturated Gray Poorly-Graded SAND - 3
10 .• with Silt(SP-SM)
:.I,:}.
Very Loose Saturated Gray Silty SAND(SM) _
15 2
Very Soft Saturated Gray Fat CLAY(CH)
20 Z WOH
1 A
25 • Very Loose Saturated Gray Silty SAND(SM) - 1
Very Soft Saturated Gray Fat CLAY(CH) - 2
30 -
5
O 35 1
ca
ui
m -
Very Soft to Firm Saturated Gray Lean CLAY(CL)
cn
40 � 5I
o -
$ 2
45cf -
a
Very Dense Saturated Light Gray Cemented Clayey -
I- SAND(SC)with Shells -
r Boring terminated at 48.8 feet. E - 50/
4'a 50 —
—
_
W -
m
05
co
NOTES' ,/
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 V I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WI171
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
B s'e,
_t
3MEMTERLINGA0LIUNE)
.REQUIREDMOEDOFE1LOIWSI.OF.SMER
1 FT. °e'
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NB-7
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/26/11 ELEVATION: Ground Surface . Automatic hammer used.
DRILLING METHOD:Mud Rotary BORING DEPTH:48.5 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 5'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
_ o w ww p STANDARD PENETRATION TEST DATA
w . * o MATERIAL DESCRIPTION w a > (blows/ft) N-Value
U' Q m Z -J
5 w 10 20 30• 60 80
\Topsoil(2 inches) ` _ I
Medium Dense Moist Black and Gray Silty SAND I 18
.•.•1•'i, Loose Saturated Dark Gray Poorly-Graded SAND Z/ - 10
5 ::.�•:. with Silt(SP-SM) Y.
Loose Saturated Gray Poorly-Graded SAND(SP) _ 9
:•:.�.:i• Loose Saturated Yellow-Brown Poorly-Graded X - 12
10 , SAND with Silt(SP-SM)
Loose Saturated Light Gray Poorly-Graded SAND _
15 (SP) 6
•
20
(C Loose Saturated Orange-Brown Clayey SAND _ 3
oee
er
Very Loose Saturated Gray Clayey SAND(SC)
25 W=27.0%,%Fines=36.7%,LL=30,PI=18 - WOH
f1:
30 . Very Loose Saturated Yellow-Brown Well-Graded IX - 5
SAND(SW)
-
.. . . Soft Moist to Wet Yellow-Brown Lean CLAY(CL) Z - 3
o 35
w -
m
En
-
D. 40 Very Soft Moist to Wet Gray Lean CLAY(CL) X( - WOH
g _
4
0 45
X - 2
0
A -
En Boring terminated at 48.5 feet. �/ - 50/
a 50 — 0"
a
o -
o
w` -
U)
NOTES:
1.THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE Page i of I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. mmii
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
IF
GENERAL ACCORDANCE WITH ASTM D-1586. MIN
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. -`_
HAMMER FALLING 30IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ,,
1 Fr. ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

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PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-2
1061-11-016
NOTES: Boring location Is approximate.
DATE DRILLED: 3/11/11 ELEVATION: Ground Surface SPT N-values were measured using an automatic
DRILLING METHOD:Wash Boring BORING DEPTH:30.0 ft hammer.
LOGGED BY: B.Grant WATER LEVEL: 4.1'on 3-14-11
DRILLER: J.White I DRILL RIG: CME-550x
La Z
_ _ > J ww p STANDARD PENETRATION TEST DATA
w a o MATERIAL DESCRIPTION _, g >_ ¢ (blows/ft) N-value
412
0 H Q o J `r
f/� W 10 20 30 60 80
`¶ Topsoil Medium Dense Light Brown Silty SAND(SM) - 14
-- '• Loose to Medium Dense Brown Well Graded SAND 1 p
5— (SW) 6
- 12
Loose Light Gray Poorly Graded SAND with Clay _
10—. .'- (SP-SC) 10
_ie Very Loose Orange-Light Brown Clayey SAND(SC) IX
15 . • _ 1
Very Soft Gray Sandy Fat CLAY(CH) _
20 E - 1
J -_
25J 1
30 % E i 2
_ Boring terminated at a depth of 30 below the existing -
- ground surface. -
35— —
40— -
- -
CD _
w
s - -
45— —
a _
Ca - -
4 50— —
g - -
❑ - -
0▪ 55—
z - -
a
1- - -
to _
z - -
a 60— —
2 _
-
0
U - -
w -
ICl)
NOTES:
1.7HIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page i of i
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. S&ME
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 4
GENERAL ACCORDANCE WITH ASTM D-1586. •:-.w, v
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. fir--
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.W.SAMPLER V'
1FT.
ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOTEXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-3
1061-11-016
NOTES: Boring location is approximate.
DATE DRILLED: 3/11/11 ELEVATION: Ground Surface SPT N-values were measured using an automatic
DRILLING METHOD:Wash Boring BORING DEPTH:60.0 ft hammer.
LOGGED BY: B.Grant WATER LEVEL: 3.8'on 3-14-11
DRILLER: J.White DRILL RIG: CME-550x
_ Cs. !o w J ui p STANDARD PENETRATION TEST DATA
EL
w ° o MATERIAL DESCRIPTION W a > > (blows/ft) N-Value
CO Q a) Z J
w 10 20 30 60 80
::-\Topsoil f _
• Medium Dense Light Brown Clayey SAND(SC) E - 12
_'•••:•• Loose Brown Silty SAND(SM) 1 _
5—' :• E 8
Loose Brown Poorly Graded SAND(SP) -
_ 10
_.:-.•.: Loose Gray-Brown Poorly Graded SAND(SP) ��pp
6
fj/ Very Loose Gray Clayey SAND
15 3
Very Soft Gray Sandy Fat CLAY(CH)
_�
20� Z _ 1
IVery Loose Gray Clayey SAND _
25 0 N 1
-,
30 Ia 2
Very Soft to Firm Gray Sandy Lean CLAY(CL)
35�
_
1
_
40 4
n J _
Lu
.5 ci) 45 ID 7
a
//� CASTLE HAYNE FORMATION:Very Dense Dark _
4 50- Gray Clayey SAND(SC)with Shell Fragments N7 _
Jfie)
L� _ 3
-
CASTLE HAYNE FORMATION:Dense Light Gray
Clayey SAND(SC)with Limestone and Shell - 35
z 55 Fragments
y4Z
60 _ Boring terminated at a depth of 60'below the existing - 46
M
oI - I ground surface. -
W -
-
� - -
NOTES:
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE Page I VI I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN .
GENERAL ACCORDANCE WITH ASTM D-1586.
B S �3. MMETERAFONLI GVLUNE.JREQTURDMDRFE1OIWOF. AMLPR "
,g,
1 FT.
ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-4
1061-11-016
(
NOTES: Boring location is approximate.
DATE DRILLED: 3/14/11 ELEVATION: Ground Surface SPT N-values were measured using an automatic
•
DRILLING METHOD:Wash Boring BORING DEPTH:51.5 ft hammer.
LOGGED BY: B.Grant WATER LEVEL: 3.3'on 3-15-11
DRILLER: J.White DRILL RIG: CME-550x
J
Lir= V > al w o STANDARD PENETRATION TEST DATA
w J a
W 41 o MATERIAL DESCRIPTION a (blows/ft) N-Value
❑ . 0 I-. u <0 w
Z w 10 20 30 60 80
_ Loose Dark Gray Poorly Graded SAND(SP) _ I
_ 1 _ 10
_...•:•• Very Loose Brown Silty SAND(SM) �p _ 3
5—....• .'• — I�
' Loose Light Brown Poorly Graded SAND(SP) E _ 9
10 _J,/. : Very Loose Light Gray-Tan Clayey SAND(SC) _ 3
_
Loose Light Brown-Orange Clayey SAND
15, _
E _ 5
Very Soft Gray Sandy Fat CLAY(CH) _
20 _ 2
J/ _
25 -I 1
Loose Gray Poorly Graded SANDwith Clay -
- `•, (SPSC)
30— :'.•': 5
�//// Soft to Firm Dark Gray Sandy Lean CLAY(CL)with
35 J Cemented Lenses = 4
6
F 40 -
a -
a
uE -
w 45 3
m _ CASTLE HAYNE FORMATION:No sample _
4 50— recovered. (Probably limestone) Z -
Ip 50/
- Boring terminated at a depth of 51.5'below the Ip - •50'0"
a _ existing ground surface due to tri-cone bit refusal. _
'ACC
55— —
z - -
-
a 60— —
m _
U - - f
wl _ 111C
a
as - -
U)
NOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 of 1
NAMED PROJECT AND MUST ONLY BE USED TOGE7 HER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586. .0
3.PENETRATION fN-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. y-T, •
HAMMER FALL!NG 30IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER -,4
ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

0 Or N N M M
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1IJI /E 109•31/18S rd9•91.0-1.1-1901. 0919S-ONVONtl1S-121Od32,11d0

PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-6
1061-11-016
NOTES: Boring location is approximate.
DATE DRILLED: 3/14/11 ELEVATION: Ground Surface - SPT N-values were measured using an automatic
DRILLING METHOD:Wash Boring BORING DEPTH:30.0 ft hammer.
LOGGED BY: B.Grant WATER LEVEL: 3.6'on 3-15-11
DRILLER: J.White DRILL RIG: CME-550x
J
Lir c) > J W p STANDARD PENETRATION TEST DATA
W . i o MATERIAL DESCRIPTION (b10 ) N-Value
O ►- COZ J
w 10 20 30 60 80
.•;•,Topsoil 1 _
- Loose Dark Gray Poorly Graded SAND(SP) g - I 8
_'•. :•• Medium Dense Brown Silty SAND(SM) - _
12
Medium Dense Light Brown Poorly Graded SAND E _ 12
T— \(SP) r -
10—•�•` Very Loose Light Gray Poorly Graded SAND with E - • 3
' Clay(SP-SC)
15 -
_S�, Very Loose Dark Gray Clayey SAND(SC) _ 3
•
Very Soft Gray Fine Sandy Silty CLAY(CH) _
::i
J' g 1
// 2
30 /
Very Soft Gray Fine Sandy Silty Fat CLAY(CH) _ I
2
Boring terminated at a depth of 30'below the existing -
- ground surface. _
35— —
40—
-
- -
o - -
cD -
ul -
- -
8 45— —
a _
o -
Co - -
4 50— —
g - -
o -
0 55— —
z - -
I- - -
CD> - -
z - -
a 60— —
2 - _
U -
-
2/ -
II
/VOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page I of
NAMED PROJECT AND MUST'ONLY BE USED 7OCETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
* ME
3.PENETRATION WeVALUE)f5 THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLIlNVG 30IN.REOWRED TO DRIVE 1.4IN.LD.SAMPLER ;.,
IFT.. ENGINEERING - TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-6A
1061-11-016
NOTES: Auger probe location is approximate.
DATE DRILLED: 3/14/11 ELEVATION: Ground Surface
DRILLING METHOD:Auger Probe •BORING DEPTH:30.0 ft
LOGGED BY: N/A WATER LEVEL: Not measured
DRILLER: N/A DRILL RIG: N/A {
I ^12- W W WW. p STANDARD PENETRATION TEST DATA f
• w 0- o MATERIAL DESCRIPTION w m (blows/ft) I N-Value
0 W Q O W
a w z
W 10 20 30 60 80
_I"'"; See B-6A for Soil Descriptions r _ 1
' -•
10 •
i -
15 / Very Soft Gray Fine Sandy Silty CLAY(CH) _
UD-1 -
20--I/
I -
J/ UD-2 -
25
Very Soft Gray Fine Sandy Silty Fat CLAY(CH) _
1UD-3 -
30 ' Boring terminated at a depth of 30'below the existing _
- ground surface. -
35— —
c 40— -
- -
o - _
ca -
W
s - -
m 45— —
a -
-
ca -
fo - -
4 50— —
7 - -
E.
o - _
a -
K - -
O 55— —
z - -
a
- -
> - -
z - -
a 60— —
m -
LAi Ll - _ if
NOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page ! of 1
NAMED PROJECT AND MUST ONLY HE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586. _ y..,
7, ✓
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS SF- CI
F T40 LB. JA
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER a,
iFT. ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

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LLILZME 1OO'31118S rdo'910-6L-1.901 0818S-ONVONVIS-.L Od3211dO

PROJECT: New Terminal at Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD B-8
1061-11-016
NOTES: Boring location is approximate.
DATE DRILLED: 3/11/11 ELEVATION: Ground Surface SPT N-values were measured using an automatic
•
DRILLING METHOD:Wash Boring BORING DEPTH:30.0 ft hammer.
LOGGED BY: B.Grant WATER LEVEL: 2.3'on 3-14-11
DRILLER: J.White DRILL RIG: CME-550x
-J
_ _ w w w p STANDARD PENETRATION TEST DATA
W a o MATERIAL DESCRIPTION W ¢ > (blows/ft) N-Value
v 0 Q Z J
> w 10 20 30 60 80 l
,; \Topsoil _
Very Loose Tan Clayey SAND(SC) m E _ 4
_Y. :• Medium Dense Brown Silty SAND(SM) Ip _ 25
s„.......
5—' I�
-1 Loose Brown Clayey SAND(SC) _ 5
Very Loose Brown-Green Poorly Graded SAND with ff��
10— '. Clay(SP-SC) ID _ 4
• Loose Gray Silty SAND(SM) _
E — 6
Very Soft Gray Sandy Fat CLAY(CH)
20 IIpp ID 1
-_
25—'/ Z 2
30 El /
Boring terminated at a depth of 30'below the existing _
- ground surface. -
35— —
40— -
- -
0 - -
ui -
2 - -
01 45— —
a' _
0 -
Ca - -
4 50— —
§ -_ -
0
r - -
0 55— —
z - -
r - _
ro
> - -
z - -
a 60— —
o - -
U - -
w -
2 _ -
N I
NOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Day c 1 of i
NAMED PROJECT AND MUST ONLY BE USED IOUFTHER WITH
THAT REPORT. r
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. L
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.1.D.SAMPLER
1Fr. n ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

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PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-1
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 2.7'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
I J
v w w w p STANDARD PENETRATION TEST DATA
I— w e o MATERIAL DESCRIPTION _, >_ > w (blows/ft) N-Value
o r
a CBZ -3
> 10 20 30 60 80
Topsoil(2 inches) I _
Medium Dense Moist Light Brown Silty SAND(SM) 17
_,/,�`, Very Loose Saturated Gray Clayey SAND(SC)
4
- Loose Saturated Gray Poorly-Graded SAND(SP) Z - or'''.......5-.............. 7
(CH Soft Saturated Dark Gray Sandy Fat CLAY _
10 — 2
Boring terminated at 10 feet. _
15— —
20— —
25 —
30— —
0 35— —
o
w - -
m▪ - -
c? 40—
-
E - -
0 45— —
re _
a -
z
a▪ _
rn
z▪ 50— —
a _
o
w I I
_
co
U)
y
NOTES:
0.-.^^ 4 of 4
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE u y L.. I WI r
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. Ai& I-
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
�Y :._
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ao.
ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-2
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft Bag sample obtained from 1 to 5 feet.
LOGGED BY: T.Schipporeit WATER LEVEL: 3.2'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
= I > J u p STANDARD PENETRATION TEST DATA
a- o MATERIAL DESCRIPTION W Q (blows/ft) N-Value
C9 Q 0 z
w 10 20 30 60 80
_•:1•.f=.�. \Topsoil(3 inches)
_ ;:I: : \Medium Dense Moist Brown Silty SAND(SM) ` - 12
Medium Dense Moist Yellow-Brown Poorly-Graded r 1 -
-• \SAND with Silt(SP-SM) / �/ - 6
5—. • Loose to Medium Dense Wet to Saturated Brown L^
Silty SAND(SM)with Trace Cemented Sand
Fragments - 14
- : Very Loose Saturated Light Greenish-Brown - 4
10 \Poorly-Graded SAND(SP)
Boring terminated at 10 feet.
15— —
20— —
25
30— —
35— —
w
w - -
m
u, -
a
40— —
o
a 45—
0 -
z
a _
50— •
—
a
U
w -
m
CD
NOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page v{ i
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN A
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. 4 SiliME
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER
1Fr. ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-3
1061-11-016A
NOTES: Boring location Is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3.3'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
c) > w w p STANDARD PENETRATION TEST DATA
I-
o MATERIAL DESCRIPTION Ce M > .45 (blows/ft) N-Value
o
-J
3 w 10 20 30 60 80
_. :.. \Topsoil(3 inches) r _ I! I!
-. Loose Moist Black Silty SAND(SM) E _ 8
- 1 -
-. • Loose Wet Gray Silty SAND pm) E _ 4
Very Loose Saturated Gray-Brown Silty SAND pm)Loose Saturated Light Brown Poorly-Graded SAND - 7
(SP) _
105.• 5
Boring terminated at 10 feet. -
15— —
20—
1
25—
30—
si - -
0 35— —
U)
u7 - -
m - -
m
'a - -
a 40— —
m -
R -
$ - -
a 45— —
a - -
o _ -
z
- -
U) - -
z _
a 50—
a _ -
m _
UM
W I I = I 1I
Cl)
NOTES; D 1
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE P age of I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586. ess,.0
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. ':
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER V
1Fr. ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-4
1061-11-016A
NOTES: Boring location is approximate.
I DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3.7'on 10-28-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
J
_ _ w will I p STANDARD PENETRATION TEST DATA
w w IZ o MATERIAL DESCRIPTION re m > (blows/ft) N-Value
g ¢ o 0 (� Q CO 2 _,
s W 10 20 30 60 80
•I. .1 \Topsoil(3 inches) ir
_% '•:•• `Loose Moist Black Silty SAND(SM) / X - 9
Loose Wet Gray-Brown Poorly-Graded SAND(SP) r i
��A Very Soft Wet Black Sandy Lean CLAY(CL)with r 3
5—••:• :• `Organics(Roots) /
-. . Loose to Medium Dense Saturated Gray and Brown E
•• Silty SAND(SM) 9
10 L7 12
Boring terminated at 10 feet. _
15— —
20—
_ -I
25— 1
1
30-
-
0 35—o
ui -
m -
m
a 40— —
Co
0
- -
0 45— —
w -
a
0 -
z
I- -Co -
z —
a 50—
a _
m
U' _ i i
u, -
Cl)
NOTES'
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 of ?
NAMED PROJECT AND MUST ONLY RE.USED TOGEIH&H WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. '' '
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER aev'
IFT.. ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-5
1061-11-016A
NOTES: Boring location is approximate.
I DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft Bag sample obtained from 1 to 5 feet.
LOGGED BY: T.Schipporeit WATER LEVEL: 3.5'on 10-28-11
DRILLER: Norwood Williams 1 DRILL RIG: CME-550x
J
U w u2 p STANDARD PENETRATION TEST DATA
oo MATERIAL DESCRIPTION W ¢ o a (blows/ft) N-Value
v O Q < Z LLI J v
w 10 20 30 60 80
\Topsoil(3 inches)•.. \Loose Moist Brown Silty SAND(SM) r E __ 7
- . Loose Wet Light Brown Poorly-Graded SAND(SP) y -
5-jFirm Wet Black Sandy Lean CLAY(CL)with 8
Organics
Loose Wet Dark Brown Clayey SAND(SC) E _ 6
-
f /
-:r ' Very Loose Saturated Dark Brown Silty SAND(SM) - 3
10 - Boring terminated at 10 feet.
15— —
20— —
I
25— —
30— —
E - -
0 35— —
o
ui - -
m - -
o
as - -
a 40— —
CD
4 _ -
R - -
0 45— —
m _
-o _
z
_
50— —
a _
o - -
o
LAIe — - I I Ili
NOTES.
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page i of I
NAMED PROJECT AND MUST ONLY BE uSEI)TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 44.
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. -.- --.4-:.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ae�
IFT.. ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-6
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 5.4'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J i
STANDARD PENETRATION TEST DATA
W qq¢ o MATERIAL DESCRIPTION W Q (blows/ft) N-Value
Lyi
0 U a Z J
5 w 10 20 30 60 80
_ II \Topsoil(3 inches)
_...I: . Loose Moist Brown and Dark Brown Silty SAND
,(SM)with Rootlets - 5
-••I•'I• Very Loose Saturated Dark Gray Poorly-Graded - 4
5— .." SAND with Silt(SP-SM) 1
0 Very Loose Saturated Black Clayey SAND(SC) 2
-:'C. Very Loose Saturated Black Poorly-Graded SAND -
10 • ' \with Silt(SP-SM) ` 2
Boring terminated at 10 feet.
15— —
20— —
25— —
30— —
0 35— —
c�
w -
2 -
w -
a -
40— -
4 -
0 45— —
Ir
ocn
-
z
a _
y - -
a 50— —
a
wI - -
U)
NOTES:
I
v
Page 4 of
7.THIS LUU IS ONLY A PORTION OF A REPORT PREPARED FOR THE Page '
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 411111116
GENERAL ACCORDANCE WITH ASTM D-1586.
3 0 LB.
HAMMERATION FALLING 30 N.REQUIRED TO DRE NUMBER IVE 1.4F 0IN.5 D.FSAMP ER
1 FT.
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-7
1061-11-016A
' NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 2.6'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
v w ww p STANDARD PENETRATION TEST DATA
0- o MATERIAL DESCRIPTION w ¢ > (blows/ft) N-Value
CD a Z - I
5 W 10 20 30 60 80
_ \Topsoil(2 inches) [ -
Loose Wet Dark Gray Silty SAND(SM) 10
5— ••' Loose Saturated Light Brown Poorly-Graded SAND 9
- C Loose Saturated Gray Poorly-Graded SAND with - 7
\Silt(SP-SM) ♦ -
10 Soft Saturated Sandy Lean CLAY(CL) �� 3
Boring terminated at 10 feet. -
15— —
20— —
I
25— —
30— —
0 35—cn
—
c�
w
Ct
40— —
m
S
0 45— —
c
o• -
z -
z• 50—
a
O I
NOTES:
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE ' a y c
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH si
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN E
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. -�
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER
ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-8
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 2.2'on 10-28-11
DRILLER: Norwood Williams 1 DRILL RIG: CME-550x
�1 w 111 I uj a I 0 STANDARD PENETRATION TEST DATA
COo o MATERIAL DESCRIPTION w a § (blows/ft) N-Value C� Q Z w
10 20 30 60 80
- \Topsoil(1 inch) /C /- 1 _
\Very Loose Wet Light Brown Silty SAND(SM) E _
-•,•''(. Medium Dense Saturated Gray Poorly-Graded - 3
-°' ; \SAND with Silt(SP-SM) f E - 13
5—•°•°•°• Loose Dark Brown Saturated Well-Graded SAND
\(SW) r _ 6
Loose Saturated Gray Silty SAND(SM) -
10 ID 4
Boring terminated at 10 feet. _
15—20-
- -I
25
30— —
O 35— —
0
w - -
m - -
m
a - -
c1 40— —
4 - -
g -
0 45—
ix _
o _
z
I-
C/3
50— —
a - -
0
N I
NOTES:
F A
1.THIS LOG IS ONLY A PORTION OFA REPORT PREPARED FOR THE Page ge v�
NAMED PROJECT ANU MUST ONLY BE USED TOGETHER WITH
THAT REPORT. !Mr
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1566.
3.PENETRATION(IV-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. -rS
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER v'
1 FT. •°
ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-9
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 2.6'on 10-27-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
_ o w w
p STANDARD PENETRATION TEST DATA
oo MATERIAL DESCRIPTION W Q W °' (blows/ft) N-Value
0 1 CO Z w
10 20 30 60_77-\Asphalt(3 inches) ` _
-•.1-'f. \Crushed Stone(7 inches) f _ E
$ a23
Medium Dense Moist Brown and Dark Brown 1
_ ,Poorly-Graded SANDwith Silt(SP-SM) [ E - 10
5—.:.:.:. Loose Wet Gray Well-Graded SAND(SW)
_ •• Medium Dense Wet Gray-Brown and Yellow-Brown 15
Poorly-Graded SAND(SP) —
-
_ Loose Saturated Light Brown Poorly-Graded SAND Z�77
10 • \(SP) l� 10
- Boring terminated at 10 feet. -
15— —
20—
_
J25-j
30— —
r.
0 35— —
c0
u; -
s -
m _
a - -
d 40— —
o -
g - -
0 45— —
a
o -
z
1 - -
tl)
a 50— —
0. -
W - -
III
N I
NOTES:
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE Page i of i
NAMED PROJECT AND MUST ONLY BE USED TOC.ETHEH WI IH
THAT REPORT. as
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1566. r--r,fry
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
E
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER oe;
,FT.. ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-10
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 2.2'on 10-27-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
_ La.-1 p STANDARD PENETRATION TEST DATA
oo MATERIAL DESCRIPTION w 2 (blows/ft) N-Value
5 w 10 20 30 60 80
71 \Asphalt(5 inches)
_ .I`fi \Crashed Stone(5 inches) 1 _ 16
Medium Dense Moist Light Brown Poorly-Graded -
I' L `SANDwith Silt(SP-SM) J 6
5—.'.' Loose Saturated Gray Poorly-Graded SAND with
- Silt(SP-SM)
Loose to Medium Dense Saturated Dark Gray Silty - 16
_ SAND(SM)
•
10 10
_ Boring terminated at 10 feet.
15— —
20— —
25
30— —
N
0 35— —
o
w -
2 -
v, -
a -
40—ca
—
4
45— —
rc
0
z
a -
a 50—
2 -
• - i I li
8
rn
NOTES:
On.," 4 f 4
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE S u&c i gat
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
r ;sCitu.��...
3.PENETRATION(IV-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER oav'
1FT.. ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-11
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft Bag sample obtained from 1 to 5 feet.
LOGGED BY: T.Schipporeit WATER LEVEL: 5'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
. J
Lir v W w p STANDARD PENETRATION TEST DATA
w • * J MATERIAL DESCRIPTION w m t w (blows/ft) N-Value
0 0 Q COZ
w 10 20 30 60 80
:•:I.;:J \Topsoil(1 inch) /
Loose Moist Light Brown and Gray Poorly-Graded _ 9
. 1•+• \SANDwith Silt(SP-SM) -
- •I''f, Medium Dense Wet Light Brown and Gray -
5— Poorly-Graded SAND with Silt(SP-SM) _ 11<\ 13
Very Loose Saturated Brown Poorly-Graded SAND _
SP
�j ` 3
J \Very Loose Saturated Gray Clayey SAND(SC) �7 _
10 \Loose Saturated Brown Well-Graded SAND(SIN) r
L� 10
- Boring terminated at 10 feet. -
15— —
20-
-
251 _
30—
0 35— —
o vi -
s - -
m
m - -
a - -
c? 40— —
4 _
g - -
0 45— —
c -
a -
o _
z -
1
m
50— —
a
o - -
o
Ii
..1a -
cn
)VOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 of
NAMED PROJECT AND MUST ONLY BE USED TOGE11-iiH WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
,LY^4 ,:y"
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. �.-.`
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER ao,
1FT. ENGINEERING - TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-12
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporelt WATER LEVEL: 3.3'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
0 > w IAIL p STANDARD PENETRATION TEST DATA
W I.
o MATERIAL DESCRIPTION w a w (blows/ft) N-Value
o (0 a Ca Z w
5 10 20 30 60 80
•. \Topsoil(1 inch) / _
Loose Wet Black and Gray Silty SAND(SM)with _ I 8
::: \Cemented Sand Layer from 1.0 to 1.2 feet [ 1 _
-°•°°' ° Medium Dense Wet to Saturated Brown �( -
5—•°.•'.` c>
,Well-Graded SAND(SW) [ v� 22
Very Loose to Loose Saturated Light Brown and �7 -
Gray Poorly-Graded SAND(SP) XX - 4
10 L 5
Boring terminated at 10 feet. _
15— —
20— —
25— —
30— —
h
0 35— —
cp
w - -
2 -
'a - -
q
40—
m _
4 _ -
g _ -
0 45— -
cc _
o _ .
z
a _
r
a 50—
a _
f
ra
NOTES:
Inrf" 4 of 4
I.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE ccy'' �'
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT. ,r,.- \ � 7 1�
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN -.
GENERAL ACCORDANCE WITH ASTM 0.1585. �*<- •% '� •'
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. ' -
N ' s
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ` -'J'
IFr. ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-13
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3.5'on 10-28-11
i
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
o w w p STANDARD PENETRATION TEST DATA
o w CL o MATERIAL DESCRIPTION ce m E j (blows/ft) N-Value
w < O w
0 a CO z w
10 20 30 60 80
' '.. \Topsoil(2 inches) [ _
:. Very Loose Wet Black Silty SAND(SM) E _ 4
-': :' Very Loose Wet Light Brown Silty SAND(SM) 1 -
•
5—:'.1.,l' Medium Dense Wet Brown Poorly-Graded SAND X 6
with Silt(SP-SM)
- Very Loose Saturated Gray Poorly-Graded SAND .X - 11
(SP) -
10 4
_ Boring terminated at 10 feet. _
15— —
20—
I
25— —
30— —
35— -
(3
Li; - -
2 - -
m
a' - -
LI 40— —
6
4 _ -
8 - -
0 45— —
x -
0
z
1 - -
m
)-
z —
a 50—
a -
-
2
U
W� - -
3 -
N
NOTES:
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page ; v,` i
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH 'I•.
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586. •r •-
a PENETRATION(IV-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER oa.
IFr. ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-14
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3.3'on 10-27-11
DRILLER: Norwood Williams f DRILL RIG: CME-550x
J
_ v w w o STANDARD PENETRATION TEST DATA
w w a o MATERIAL DESCRIPTION Q_ 5- (blows/ft) N-Value
0 US 0 J
w 10 20 30 60 80
_Asphalt(7 inches) r _
C' f, Loose Moist Gray and Yellow-Brown Poorly-Graded _
- 7
ANDwith Silt(SP-SM) 1 _
- f. Very Loose to Medium Dense Saturated Gray,Light
5— ..' : Brown,and Yellow-Brown Poorly-Graded SAND 4
.t.'l•• with Silt(SP-SM)
25
- Loose Saturated Orange-Brown Poorly-Graded -
SAND(SP)
10 9
- Boring terminated at 10 feet.
15— —
20—
- I
25— —
30— I —
0 35— —
c0 _
w
m -
'a -
c, 40—
m _
4
0 45—
z —
O _
z -
_ -
50— —
0.
O - _
o
w I I I I
y
NOTES'
A
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE r ova ' V I I
NAMED PROJECT AND MUST ONI Y BI-'IISED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
-•SI"SRrf''�errs;
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
1 HAMMER FALLING 30IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER T. `a'
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-15
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3.5'on 10-27-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
J
_ _ w J w z STANDARD PENETRATION TEST DATA
o4.2 o IVIA'I LRIAI_DESCRIPTION > (blows/ft) N-Value
3 w 10 20 30 60 80
_ffliAsphalt(7 inches)
_••J. .f: Crushed Stone(5 inches) / IX
•
13
Medium Dense Moist Dark Gray Poorly-Graded r 1 -
- •! f. �SANDwith Silt(SP-SM) J E - 15
5—.•.. ;'. Medium Dense Saturated Brown and Gray
•• \Poorly-Graded SANDwith Silt(SP-SM) -
4LN.2
. Medium Dense to Dense Saturated Gray ` - 35
= Poorly-Graded SAND(SP) _
10 22
- Boring terminated at 10 feet. -
15— —
20— —
25 —
30— —
n -
0 35— —
o
ui - -
m - -
-
g 40— I -
g - —
4
$ - -
O 45— —
o _
z
a _
m
a 50— —
a -
m
U -
C� I I = II
NOTES'
O I
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE P age , of
NAMED PROJECT AND MUS(ONLY BE USED IDUET.HER WITH
THAT REPORT. ism
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(IV-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. m- -
' &ME
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER o�
IFr. ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-16
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3.1'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
_ > W a p STANDARD PENETRATION TEST DATA
0- a o MATERIAL DESCRIPTION W Q (blows/ft) N-Value
� vo I- CO
3 10 20 30 60 80
_\Topsoil(2 inches) f -
Loose Moist Light Brown Silty SAND(SM) - 6
-
5— Loose Wet Gray-Brown Poorly-Graded SAND(SP) 5
- Loose Saturated Light Brown Poorly-Graded SAND 9
(SP) -
10 %/ Loose Saturated Gray Clayey SAND(SC) 5
Boring terminated at 10 feet. _
15— —
20—
25
30—
0 35— —
`a - -
a -
u' 40-
4 _
7
o
0 45—co
—
a
O
Z
H
Z
a 50—
a
U
W = - I I
NOTES'
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page i of I
NAMED PROJECT AND MUST ON!YBE_IISEU TOGFTHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1588. •• --
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. '`
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER e�
IFT. ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-17
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-114"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3.1'on 10-24-11
DRILLER: Norwood Williams f DRILL RIG: CME-550x
J
Y. > 111
kJ p STANDARD PENETRATION TEST DATA
W v o MATERIAL DESCRIPTION W a (blows/ft) N-Value
o a Z w
3 10 20 30 60 80
mil[Asphalt(10 inches)
.• \Crushed Stone(3 inches) E _
J • Very Loose to Loose Moist to Wet Black Clayey / 1 - 8
SAND(SC)with Organics(Roots,Wood Pieces)
5 3.5'-5.0':W=36.4%,%Fines=30.7%,LL=42,PI411<_ 3
=19
Loose to Medium Dense Saturated Gray L - 8
Poorly-Graded SAND(SP) _
10 13
Boring terminated at 10 feet. _
15— —
20—
_
25 -
I
30— —
0 35—
(5
ui - -
m - -
m - -
0- - -
40— —
0 45—
0 _
_
z
a -
co
z
a 50—
—
a _
2
0 - -
_ = I ' I
0)
NOTES:
Page ' of I
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY B1 USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN t,
GENERAL ACCORDANCE WITH ASTM D-1586.
,s413.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. �r�' Akie
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER -"
1Fr. ENGINEERING • TESTING
4. STFA TIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-18
1061-11-016A
NOTES: Boring location Is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-28-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
J
w w p STANDARD PENETRATION TEST DATA
>o (blows/ft) N-Valueow g MATERIAL DESCRIPTION m m¢ coZ0 w
10 20 30 60 80
_ Topsoil(2 inches) r -1
Very Loose Saturated Black Silty SAND(SM)with z 3
• Rootlets,Roots,Wood Fragments 1 <Thsb,5-- • Loose to Medium Dense Saturated Light Brown X8
Poorly-Graded SAND(SP)
1011
Boring terminated at 10 feet. _
15— —
20— —
25— —
30— —
5 - -
0 35— —
U
'Li - -
m - _
ad
0. -
d 40— —
m _
R _ -
0 45— —
-
o _
z
1- - -
co
50— —
a. _
s
O - -
WI -
-
W -
1 -
y
NOTES'
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page I o I
NAMED PROJECT AND MUST ONI.Y RE USED'1 OGF.THFR WITH
THAT REPORT. Mi
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
,GENERAL ACCORDANCE WITH ASTM D-1586. �-�
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. -r '
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER A'
IFT.. �,.• ENGINEERING • TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J.Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-19
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/24/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD: 3-1/4"HSA BORING DEPTH:10.0 ft
LOGGED BY: T.Schipporeit WATER LEVEL: 3.6'on 10-28-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
' J
x
w w 0 STANDARD PENETRATION TEST DATA
w w CL o MATERIAL DESCRIPTION re m e -1--
(blows/ft) N-Value
0 v '6 I- Z Lij J
w 10 20 30 60 80
_Topsoil(2 inches) 7 -
• Loose Wet Gray Silty SAND(SM) E - 6
Medium Dense Moist Brown Poorly-Graded SAND i
,•I., with Silt(SP-SM) y > 20
Medium Dense Saturated Greenish-Brown E _ 13
- •• Poorly-Graded SAND(SP) _
':' •Z•, Loose Saturated Gray Clayey SAND(SC) E 6
10 _ Boring terminated at 10 feet. -
15— —
20— —
25
30— —
0 35— —
q
w -
-
- -
8 _
a - -
g 40— —
4 -
i - -
O 45— —
-
a -
ct
z
- -
z -
a 50— —
a -
2
8
U) - -
- i
C -
NOTES:
of 1
1.TIIIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page ' of I
NAMED PROJECT AND MUST ONLY BE USED TOGETHEK WII H
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 4 a
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER axe
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-20
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-27-11
DRILLER: Norwood Williams I DRILL RIG: CME-550x
C.) Ill> w w o STANDARD PENETRATION TEST DATA
w w CL o MATERIAL DESCRIPTION cc 2 > (blows/ft) N-Value
p w Q o w .r
C7 I- CO2 W
5 10 20 30 60 80
Asphalt(6 inches) -
yCrushed Stone(6 inches) J i 8
� Very Loose to Loose Wet Gray-Brown and Light
SJf Brown Clayey SAND(SC) E/ _ 3
vv���j
-_'�':.1. :r` Medium Dense Saturated Gray,Yellow-Brown,and E - lii< 13
Orange-Brown Poorly-Graded SANDwith Silt
-•.`I.:}• (SP-SM) -
10 16
Boring terminated at 10 feet. _
15— -
20—
25— -
30— -
0 35—
Or
u1 -
2 -
as
m
'a - -
40— -
fD -
S - I _
0 45— -
o -
z -
- -
co _ -
z
a 50— -
a -
2
O - -
- I I I
W - -
-
Cn
NOTES•
1.THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE Page 1 of i
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN 4
4
GENERAL ACCORDANCE WITH ASTM D-1586. -v`r_ '
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. "t.c
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ,-'
1 FT. e
ENGINEERING - TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal-Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-21
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/25/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfllled and
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-25-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
co w w p STANDARD PENETRATION TEST DATA
o MATERIAL DESCRIPTION Q (blows/ft) N-Value
Q Z W
10 20 30 60 80
_T\Asphalt(4 inches) `r _
,Crushed Stone(6 inches)
-�Medium Dense Wet Dark Gray Silty SAND(SM) j -
Very Loose Saturated Brown Silty SAND(SM)with - 2
5-. Rootlets
_:'1.=f Loose Saturated Gray-Brown Poorly-Graded SAND _
_ \with Silt(SP-SM) _ 7
Medium Dense Saturated Light Brown
10- Poorly-Graded SAND(SP) ` L� 12
Boring terminated at 10 feet. -
15- -
20-
25
30-
0 35- -
m
m - -
40—
4
0 45— —
c
▪ -
z
w _ _
z
▪ 50-
a
2
w -
2
co
NOTES;
1.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE OdG I tat
NAMED PROJECT AND MUST ONLY BE USED TOGETHF'H Wr,H
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30IN.REQUIRED TO DRIVE 1.4 IN.LD.SAMPLER
1 FT. tee'
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-22
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/25/11 ELEVATION: Ground Surface Automatic hammer used. Boring backfilled and
DRILLING METHOD: 3-1/4"HSA BORING DEPTH:10.0 ft asphalt patched immediately after drilling.
LOGGED BY: T.Schipporeit WATER LEVEL: 3'on 10-25-11
DRILLER: Norwood Williams DRILL RIG: CME-550x
i
v w J ww I p STANDARD PENETRATION TEST DATA
w
MATERIAL DESCRIPTION W (blows/ft) N-value
I1 -J �Q CO Z J
w 10 20 30 60 80
Asphalt(5 inches)
\Crushed Stone(5 inches) 18
FILL:Medium Dense Moist Light Brown and Gray r -
- C'I', ,Silty SAND(SM)with Gravel / - 11
5— Medium Dense Moist to Wet Light Brown and
Orange-Brown Poorly-Graded SAND with Silt
VSP-SM) - 12
Medium Dense Saturated Light Brown
10 ' '_Poorly-Graded SAND(SP) - 13
_ Boring terminated at 10 feet. -
15— —
20— —
25—
30— —
0 35— —
ui -
m
O. -
40— —
ro
4 - -
R -
0 45— —
o -
z
a 50— —
a
Ii
)VOTES:
1.THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE Page 1 of I
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH.
THAT REPORT. NOM
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586. •:— suNE
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER ■'
1FT. e'
ENGINEERING TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

PROJECT: New Terminal -Albert J. Ellis Airport
Jacksonville, North Carolina TEST BORING RECORD NA-23
1061-11-016A
NOTES: Boring location is approximate.
DATE DRILLED: 10/27/11 ELEVATION: Ground Surface Automatic hammer used.
DRILLING METHOD:3-1/4"HSA BORING DEPTH:10.0 ft
!LOGGED BY: T.Schipporeit WATER LEVEL: 1.9'on 10-28-11 1
DRILLER: Norwood Williams DRILL RIG: CME-550x
J
IJJ U
LLI W w p STANDARD PENETRATION TEST DATA
w .1 i- o MATERIAL DESCRIPTION N (blows/ft) N-Value
o � �a
3 w 10 20 30 60 80
Topsoil(2 inches) [ _
Medium Dense Wet to Saturated Brown and m 15
Gray-Brown Poorly Graded SAND(SP) _
5—
----j
12
%J/ Very Soft to Soft Saturated Light Gray and = 3
Yellow-Brown Sandy Fat CLAY(CH)
10 / 2
Boring terminated at 10 feet. -
15— —
20— —
25— —
30— —
0 35— —
0
w -
m - -
N - -
'a - -
c? 40— —
e - -
4 - -
0 45— —
A -
z -
-
co - -
z —
a 50—
a - -
s
o - -
_ _
NOTES.
Qnin,s 4 .,f 4
1.THIS LOG IS ONLYA PORTION OF REPORT PREPARED FOR THE u�vc r v�
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING,SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586. Ete.
er
..%��.r£Cin.Y+�r-
3.PENETRATION(N-VALUE)IS THE NUMBER OF BLOWS OF 140 LB. '
HAMMER FALLING 30 IN.REQUIRED TO DRIVE 1.4 IN.I.D.SAMPLER <e�'
1FT. ENGINEERING •TESTING
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT. ENVIRONMENTAL SERVICES
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

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k

Form No:TR D2974-I
Revision No. 0 S&MERevision Date:07/10/08 Moisture,Ash, and Organic Matter
' ASTMD-2974 Quality Assurance
S&ME,Inc.Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 2R4[Ni
Project#: 1061-11-016A Report Date: l 1/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s): 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite M60:,Raleigh,NC 27615
Sample Id: 173 Type: Soil Boring Sample Date: 10/25/11
Location: Jacksonville,NC Sample: • NB-5/S4 Depth(ft): 8.5'-10.0'
Sample Description: Brown Organic Material(Peat)
Equipment: Balance: 0 01 g.Readability,500g. Minimum Caparc ty
Balance SttME ID#, 4852 Cal. Date 7/1/11 Due: 7/1/12
Method A:Moisture Content Determination Required Oven Temperature:105 + 5°C
Oven Temperature: 105 °C Tare# I
t Tare Weight(Dish plus Aluminum Foil Cover) grams 96.51
a Mass of As Received Specimen+Tare Wt. grams 154.52
b Mass of Oven Dry Specimen+Tare Wt. grams 106.15
w Water Weight (a-b) 48.37
A Mass of As-Received Specimen (a-t) 58.01
B Mass of Oven Dry Specimen (b-t) 9.64
Moisture Content as u %of As Received or Total Mass (w/A)*100 83.4%
I %Moisture Content as a %of Oven-dried Mass I (w/B)*100 j 501.8%
Sc&ME ID#: 14603 C:al. Date 9/28/Il Due. 1/28/Il
Method C(440°C)or D(750°C):Ash Content and Organic Matter Determination
Muffle Furnace: 440 °C Tare# I
t Tare Weight(Dish plus Aluminum Foil Cover) grams 96.51
b Mass of Oven Dry Specimen+Tare Wt. grams 106.15
c Ash Weight+Tare Wt. grams 101.74
C Ash Weight c-t 5.23
B Mass of Oven Dry Specimen (b-t) 9.64
D %Ash Content (C/B)*100 54.3%
Organic Matter 100-D 45.7%
Muffle Furnace: Sc&%IE,ID#: 14687
Notes/Deviations/References: ASTM D2974:Moisture,Ash,and Organic Matter of Peat and Other Organic Soils
Classification was done visually.
....fi
Tom Schipporeit,P.E. Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
k.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016A
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D422-WH-1 Ga
Revision No. 0 S&M
E
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME, Inc.-Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Ellis Airport-New Terminal Test Date(s): 3/15-3/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd.,Suite 260,Raleigh,NC 27615
Sample Id. 51 Type: Soil Boring Sample Date: 3/11/11
Location: Jacksonville,NC Sample: B-2/S 1 Depth(ft) 1.0'-2.5'
Sample Description: Light Brown Silty SAND(SM)
,- ----
3" 1.S" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100% ....• ---
90%
00%
I70%60%50%40%
30%
20% 1
10% ,
0% • ♦ -... ♦ • , ♦
100.00 10,00 1.00 0.10 0.01
Millimeters
Cobbles <300 mm(12")and% 75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0 075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2 00 nim and>0,425 mm(#40) Colloids <0.001 mm
Maximum Particle Size Coarse Sand 0.3% Fine Sand 43.3%
Gravel 0.2% Medium Sand 37.3% Silt&Clay 18.9%
Liquid Limit NP Plastic Limit NP Plastic Index NP
Specific Gravity N/A Cc= N/A Cu= N/A Moisture Content 10.8%
Coarse Sand 0.3% Medium Sand 37.3% Fine Sand 43.3%
Description of Sand& Gravel Particles: Rounded MI Angular El
Hard&Durable lei Soft 0 Weathered&Friable 0
Notes/Deviations/References:
Tom Schipporeit,P.E. i, '. Branch Manager 3-28-11
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D422-WH-1Ga
Revision No. 0 S&IVIE
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&0#11E,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016 Report Date: 3/18/11
Project Name: Albert Ellis Airport-New Terminal Test Date(s): 3/15-3/18/11
Client Name: RS&H
Client Address:
Boring No.: B-6A Sample: UD-1 Sample Date: NA
Location: Site-Borehole Offset: NA Depth(ft): 18-20 ft.
Sample Description: Gray Fine Sandy Silty CLAY(CH)
-- �3" 1.5" �1"314" 3/8" *I. #1.0 #20-- 840 #i00 #200 1
100% i - - - - r _........-.,_.__._.
90%
80%
ea
n• 70%
a
•y
a 60%
a
I 50%
d
30% ;
20%
10%
0% • " — — •— 40 — -- ! , _ ►. -- ,. _ __
100.00 10.00 1 1.00 0.10 0.01
Millimeters
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4 75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 mm
Maximum Particle Size #20 Coarse Sand 0.0% Fine Sand 38.7%
Gravel 0.0% Medium Sand 0.1% Silt&Clay 61.2%
Liquid Limit 57 Plastic Limit 17 Plastic Index 40
Specific Gravity 2.692 Moisture Content 43.5%
Coarse Sand 0.0% Medium Sand Fine Sand '0...
Description of Sand&Gravel Particles: Rounded 0 Angular 0
Hard&Durable ❑` Soft © Weathered&Friable
Notes/Deviations/References:
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Mal Krajan,ET Laboratory Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced:except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road B-6A UD-1(18-20 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D422-WH-I Ga
Revision No. 0 c S&IVIE
i
Revision Date:07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016 Report Date: 3/18/11
Project Name: Albert Ellis Airport-New Terminal Test Date(s): 3/15-3/18/11
Client Name: RS&H
Client Address:
Boring No.: B-6A Sample: UD-3 Sample Date: NA
Location: Site-Borehole Offset: NA Depth(ft): 28-30 ft.
Sample Description: Gray Fine Sandy Silty CLAY(CH)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100%
r- 80% •
e
0
44 a 70%
y
a 60%
15
d .4i1%
H
a+ 40%
30%
20%
10%
I 100.00 10.08 Millimeters 1.00 0.10 0.01
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 tnm and>0.075 mm(#200)
Gravel <75 mm and>4 75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0 001 mm
Maximum Particle Size #10 Coarse Sand 0.0% Fine Sand 19.0%
Gravel 0.0% Medium Sand 0.3% Silt&Clay 80.7%
Liquid Limit 59 Plastic Limit 17 Plastic Index 42
Specific Gravity 2.695 Moisture Content 42.1%
Coarse Sand 0.0% Medium Sand 0.3 i i Fine Sand 19.0%
Description of Sand&Gravel Particles: Rounded C3 Angular Cl
Hard&Durable El Soft Cl Weathered& Friable 13
Notes/Deviations/References:
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Mal Krajan,ET Laboratory Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road B-6A UD-3(28-30 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-1 Ga
Revision No. 0 .t-s. S&ME
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,lnc.-Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Ellis Airport-New Terminal Test Date(s): 3/15-3/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample Id. 51 Type: Soil Boring Sample Date: 3/11/11
Location: Jacksonville,NC Sample: B-8/S5 Depth(ft) 13.5'-15.0'
Sample Description: Gray Silty SAND(SM)
3" 1.5" 1"314" 3/8°' #4 #10 #20 #40 #00 #100 #200
100% r
90%
0
dp 70%
al 60%
a
14
d
- 40% i ,
30%
20%
10%
0% r -• , - -- 0 . • *�
110.00 10,00 Millimeters' 1.00 MO OM
l
Cobbles 300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0 075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 mm
Maximum Particle Size Coarse Sand 1.1% Fine Sand 62.1%
Gravel 0.1% Medium Sand 16.8% Silt&Clay 19.9%
Liquid Limit NP Plastic Limit NP Plastic Index NP
Specific Gravity N/A Cc= N/A Cu= N/A Moisture Content 22.0%
Coarse Sand Medium Sand 16.8% Fine Sand 62.1%
Description of Sand&Gravel Particles: Rounded E Angular 0
Hard&Durable ❑ Soft 0 Weathered&Friable 0
Notes/Deviations/References:
Tom Schipporeit,P.E. Branch Manager 3-28-11
1 Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016(2)
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D422-WH-1Ga
Revision No. 0 VIE
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s): 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring No.: NA-2 Sample: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Brown Silty SAND(SM)
r_ 3" 1.5" 1"3l4" 318" #4 #10 #20 #40 #60 #100 #200
100% • • - - - - - • - 1 • • • •
90%
,. 80%
tm 70%
I I I III I I I I I I I I
n
•660%
a,
u
t,
w
N 40% _
30% I I I I
20%
.4
10%
100.00 10.00 I 1.00
� 0.10 0-01
Millimeters
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0 075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 mm
Maximum Particle Size 3/8" Coarse Sand 0.5% Fine Sand 36.3%
Gravel 0.2% Medium Sand 48.2% Silt&Clay 14.8%
Liquid Limit 22 Plastic Limit 0 Plastic Index N.P.
Specific Gravity ND Moisture Content 12.6%
Coarse Sand 0.5% Medium Sand 48.2% Fine Sand ..
Description of Sand&Gravel Particles: Rounded 0 Angular 0
Hard&Durable 0 Soft t] Weathered&Friable 0
Notes/Deviations/References: ND=Not Detemined.
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Tom Schipporeit,P.E. Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
E. This report shall not be reproduced except infull,without the written p p p approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-2 Bulk(1-S ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-1 Ga
Revision No. 0 S8cIV1E
( Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s): 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring No.: NA-5 Sample: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 - 5 ft.
Sample Description: Light Brown and Brown Poorly Graded SAND with Silt(SP-SM)
I 3' 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 .\
100% ---. - _ . _ . . .—_. l �.....
90%
.7
e
en 70%
a
ta
ca
ea 60%
a,
-44
L.
d
-1 40%
30% I
20%
\'‘ 441"•••
10%
0% I • • • , a a �_��.
100.00 10.00 Millimeters' 1.00 0.10 0.01
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4 75 nun and>2.00 mm(#10) - Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids 0.001 mm
Maximum Particle Size 3/8" Coarse Sand 1.3% Fine Sand 71.8%
Gravel 1.1% Medium Sand 17.2% Silt&Clay 8.6%
Liquid Limit 21 Plastic Limit 0 Plastic Index N.P.
Specific Gravity _ ND Moisture Content 17.8%
Coarse Sand I.7'U Medium Sand 17.2% Fine Sand 71.8%
Description of Sand&Gravel Particles: Rounded Cal Angular 0
Hard&Durable 11 Soft 0 Weathered&Friable
Notes/Deviations/References: ND=Not Detemined.
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Tom Schipporeit,P.E. s ; ..."/ Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-5 Bulk(I-5 ft)Classification
Raleigh,NC.27616 Page I of I

Form No:TR-D422-WH-1Ga
Revision No. 0 S&IVIE
Revision Date: 07/14/08
Sieve Analysis of Soils .
ASTMD 422 Quality Assurance
S&ME,Inc,Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Hate: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s): 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring No.: NA-11 Sample: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Gray Poorly Graded SAND with Silt(SP-SM)
3" 1S" 1"3/4" 3/$" #4 #10 #20 #40 #60 #100 #200
100% -- -----] .
90%
f1{f{{f1{f a 70%
y
a 60%
a,
w
ii
to 50%
o
L.
I 40%
30%
\‘‘,......... .
20%
100-00 10.00
Millimeters 1.00 0.10 0.01
Cobbles 300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and> 0.425 mm(#40) Colloids <0 001 mm
Maximum Particle Size 3/8" Coarse Sand 0.8% Fine Sand 66.3%
Gravel 0.2% Medium Sand 24.6% Silt&Clay 8.1%�fn
Liquid Limit 23 Plastic Limit 0 Plastic Index N.P.
Specific Gravity ND Moisture Content 12.9%
Coarse Sand r,. ;' : Medium Sand Fine Sand 66.3%
Description of Sand&Gravel Particles: Rounded 18) Angular CI
Hard&Durable ill Soft ❑ Weathered& Friable Cl
Notes/Deviations/References: ND=Not Detemined.
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTivi D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Tom Schipporeit,P.E. '`" { �`�:f �'`� Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-11 Bulk(1-5 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-I Ga
Revision No. 0 _ S&IVIE
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,Inc.-Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s): 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd.,Suite 260,Raleigh,NC 27615
Sample Id. 173 Type: Soil Boring Sample Date: 10/27/11
Location: Jacksonville,NC Sample: NA-17/S2 Depth(ft) 3.5'-5.0'
Sample Description: Dark Brown Clayey SAND(SC)with Organics
3" 1.5" 1"3/4" 318" #4 #10 #20 #40 #60 #10e #200
100% »
99% .
80%
eo 70%
0
V
a 60%
a
d 50%
d
a
'" 40%
30%
20%
10%
0% *,-.4 • • . • r .. ..- _ ..
100.00 10.00 IMillimeters� 1.00 0.10 0.01
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm 04) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(410) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids •<0.001 mm
Maximum Particle Size Coarse Sand 0.7% Fine Sand 43.6%
Gravel 0.7% Medium Sand 24.4% Silt&Clay 30.7%
Liquid Limit 42 Plastic Limit 23 Plastic Index 19
Specific Gravity N/A Cc= N/A Cu= N/A Moisture Content 36.4%
Coarse Sand 0.7% Medium Sand 24.4% Fine Sand 43.6%
Description of Sand&Gravel Particles: Rounded al Angular i]
Hard&Durable i Soft C3 Weathered& Friable 0
Notes/Deviations/References:
Tom Schipporeit,P.E. Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016A
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-1 Ga
Revision No. 0 ,ter S&IVILRevision Date:07/14/08
Sieve Analysis of Soils '
ASTMD 422 Quality Assurance
S&ME,Inc.Raleigh,3201 Sprit,F.Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s): 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring No.: NA-19 Sample: Bulk Sample Date: 10/24/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Gray Silty SAND(SM)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100% .. ...,._....._. ...,...F._....._..m.a...-......,.___......____.
90%
.� 80%
e 70%
a1 60%
a,
d 50%
d
a+ 40%
30%
20%
1\"*""---.10% i
e%
100,00 10.00 Millimeters 1'00 010 0.01
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4.75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 mm
Maximum Particle Size #4 Coarse Sand 0.6% Fine Sand 45.1%
Gravel 0.0% Medium Sand 41.9% Silt&Clay 12.4%
Liquid Limit 23 Plastic Limit 0 Plastic Index N.P.
Specific Gravity ND Moisture Content 17.9%
Coarse Sand 0.6% Medium Sand 41.9% Fine Sand 45.1%
Description of Sand&Gravel Particles: Rounded 'XI Angular LI
Hard& Durable !a7 Soft C Weathered& Friable 0
Notes/Deviations/References: ND=Not Determined.
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
AS Tlvi D 2487:Classification of Soiis for Engineering Purposes(Unified Soil Classification System)
Tom Schipporeit,P.E. Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-19 Bulk(1-5 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-1 Ga _
Revision No. 0 ' s& E
Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME,Inc.-Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s): 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample Id. 173 Type: Soil Boring Sample Date: 10/26/11
Location: Jacksonville,NC Sample: NB-2/S5 Depth(ft) 13.5'-15.0'
Sample Description: Gray Silty, Clayey SAND(SC-SM)
�
3" 1.5" 1"3/4�' 3/8" #4 #10 #20 #40 #60 #100 ono
�
100% ...0 -41 • • • • ♦ e 1 ♦ • 4
90%
80%
F
u 70%
fA
a 60%
—
i a
d 50%
u
20%
10% ,
0% • • • 4--M - . -I
(.. u,
100-00 10.00 Millimeters' till) 0.10 0e01
Cobbles <300 mm(12")and>75 mm(3") Fine Sand <0.425 mm and>0.075 mm(#2001
Gravel <75 mm and>4 75 mm(#4) Silt <0.075 and>0,005 mm
Coarse Sand <4.75 mm and>2 00 mm(#10) Clay 0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 min
Maximum Particle Size Coarse Sand 1.1% Fine Sand 49.7%
Gravel 0.5% Medium Sand 22.1% Silt&Clay 26.6%
Liquid Limit 20 Plastic Limit 15 Plastic Index 5
Specific Gravity N/A _ Cc= N/A Cu= N/A Moisture Content 21.5%
Coarse Sand 1.I% Medium Sand 22.1% Fine Sand 49.7%
Description of Sand&Gravel Particles: Rounded 0 Angular fill
Hard&Durable 0 Soft 0 Weathered&Friable 0
Notes/Deviations/References:
Tom Schipporeit,P.E. '' `s` , Senior Engineer 11/16/2011
Technical Responsibility Signature Position Dale
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016A(2)
Raleigh,NC.27616 Page 1 of 1

Form No:TR D422-WH-1 Ga
Revision No. 0 S&M E
7 Revision Date: 07/14/08 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
SSIME,Inc.-Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s): 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd.,Suite 260,Raleigh,NC 27615
Sample Id. 173 Type: Soil Boring Sample Date: 10/26/11
Location: Jacksonville,NC Sample: NB-7/S7 Depth(ft) 23.5'-25.0'
Sample/ Description: Gray Clayey SAND(SC)
f ----.--3" —.-1-5" I"3/4" 3/8" #4 #1O #20 #40 #60 #100 #200
No% r.
..._,,___
80% ,
e
r. 70% ,
a
A: 60%
C7
Li 50%
a"
'' 40%
1 30% .
20%
0% 1 �• ,• • .. + ,,
100.00 10.00 1." 0.10 0.01
Millimeters
Cobbles <300 mm(12")and>75 mm(3') Fine Sand <0.425 mm and>0.075 mm(#200)
Gravel <75 mm and>4 75 mm(#4) Silt <0.075 and>0.005 mm
Coarse Sand <4.75 mm and>2 00 mm(#10) Clay <0.005 mm
Medium Sand <2.00 mm and>0.425 mm(#40) Colloids <0.001 mm
Maximum Particle Size Coarse Sand 1.9% Fine Sand 36.3%
Gravel 0.0% Medium Sand 25.1% Silt&Clay 36.7%
Liquid Limit 30 Plastic Limit 12 Plastic Index 18
Specific Gravity _ N/A Cc= N/A Cu= N/A Moisture Content 27.0%
Coarse Sand 1.9% Medium Sand :'.�.1`; Fine Sand 3O.1"
Description of Sand& Gravel Particles: Rounded Angular MI
Hard&Durable 11 Soft 0 Weathered&Friable 0
Notes/Deviations/References:
Tom Schipporeit,P.E. �`"'A"�" Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016A(3)
Raleigh,NC.27616 Page 1 of 1

Form No. TR-D4318-T89-90 �"' ���
Revision No. 0 rrr
Revision Date:11,20/07 Liquid Limit, Plastic Limit, and Plastic Index
Another code ASTM D 4318 11 AASHTO T 89 ❑ AASHTO T 90 ❑ Quality Assurance
S&M.E,Inc. Wilmington;3006 Rail Waters Drive,Suite 100,Wilmitugton,NC 28405
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Ellis Airport-New Terminal Test Date(s) 3/15-3/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample#: 51 Type: Soil Boring Sample Date:3/11/11
Location: Jacksonville,NC Sample: B-2/S1 Depth(ft): 1.0'-2.5'
Sample Description: Light Brown Silty SAND(SM)
1.1ype and Specification S&.t1F IQ.i Cal!.kale: Two and Specification 84 M1.It) = Cal Dale:
Balance (0.01 g) 4852 7/1/2010 Grooving tool 4940 7/12/2010
LL Apparatus 4884 7/12/2010 Grooving tool
Oven 14603 1/14/2011 Grooving tool
Pan A Liquid Limit Plastic Limit
Tare#e 1 2 3
A Tare Weight
B Wet Soil Weight+A
C Dry Soil Weight+A
D Water Weight(B-C)
E Dry Soil Weight(C-A)
P %Moisture(D/E)*100 I
N #OF DROPS Afoisture Contents determined
LL, LL=F*FACTOR by ASTM D 2216
Ave. Average
65.0 t 1 One Point Liquid Limit
1 N Factor N Factor
60.0 1 20 0.974 26 1.005
e 55.0 a 21 0.979 27 1.009
I... t 22 0.985 28 1.014
c 50.0 - —
23 0.99 29 1.018
O 45.0 , 24 0.995 30 1.022
• 40.0 25 1.000
i 35.0 : NP,Non-Plastic
30.0 ; Liquid Limit
Plastic Limit
25.0
Plastic Index
20.0 ' i t 1 M Group Symbol NP
10 15 20 25 30 35 40 #of Drops I 100 Multipoint Method
One-point Method 0
Wet Preparation U Dry Preparation U Air Dried U Estimate the%Retained on the#40 Sieve: 38%
Notes/Deviations/References:
No LL or PL could be determined,therefore material is classified as"NP".
A,S7MD 4318:Liquid Limit, Plastic Limit, &Plastic Index of Soils
Tom Schipporeit,P.E. y Branch Manager 3-28-11
( Technical Responsibility Signature Position . Date
This report shall not be reproduced:except in full,without the written approval ofS&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road 1061-11-016
Raleigh,NC.27616 Page 1 of 1

Farm No.TR D4318:7.89-90
Revision No,0 ''' 7,-SileME
Liquid Limit,Plastic Limit,and Plastic Index
Revision Date:11/20/07
Anti 4318 MI AASIITO T 89 0 AASNTO T 90 ❑ &talltl►Assurance
S&ME,Inc.Raleigh,3n01 Spring Forest Road,Raleigh,North Carolina 27616 -
Project#: 1061-11-016 Report Date: 3/18/11
Project Name: Albert Ellis Airport New Terminal Test Date(s) 3/1.5-3/18/11
Client Name: RS&H
Client Address:
Boring#• B-6A Sample#: LID-1 Sample Date:NA
Location: Site-Borehole Offset:NA Depth(ft): 18-20 ft.
Sample Description: . Gray Fine Sandy.Silty CLAY(CH)
Type Specification S&M D# Cal Date- Type and Specification S&ME 1D# Cal Dale
Balance (0.01 g,) 1024 11/4/2010 Grooving tool S-1 5/26/2010
LL Apparatus 1084 8/17/2010
Oven I3289 8/17/2010
Pan it Liquid Limit Plastic Limit
Tare#. 7 16 29 26 5
A Tare Weight 12.99 13.02 13.03 12.87 12.45
B Wet Soil Weight+A 26.26 28.39 27.69 24.82 24.35
C Dry Soil Weight+A 21.58 22.80 22.10 23.03 22.61
D Water Weight(B-C) 4.68 5.59 5.59 1.79 1.74
E Dry Soil Weight(C-A) 8.59 9.78 9.07 10.16 10.16
air7;1VlJuilV lLIL� 1 JT•J/V ✓r.�io tia,Vro 17.6° 17,1%
N #OF DROPS 35 25 15 I Moisture Contents determined
LL 1 LL=F*FACTOR .by 4S7:11D 2216
1 Ave.. I Average 17.4%
t- 1 One P'olnt Liquid Limit
- N Factor N Factor
62.0
! 20 0.974 26 LOOS
,,, 61.0 21 0.979 27 1.009
1 60A - {._. . t..._ ..__ 22 0.985 28 1.014
•
U 59.0 23 0.99 29 1.018
e• 58.0 ,_ - , F i 24 0.995 30 1.022
25 1.000
I 57.0
NP,Non-Plastic
,t• 56.0 . �_ _ 1 Liquid Limit' 57
55,0 N.
j_ Plastic Limit 17
s l.o i i z Plastic Index 40
53.0 ' - , i b i I 1 , Group Symbol CH
10 15 20 25 30 35 40 100
#of Drops Multipoint Method 0
,.�� -. - _ � - ��,. One-point Method El
Wet Preparation LI Dry Preparation DAit Dried Cl Estimate the%Retained on the#40 Sieve.
Notes/Deviations/References:
ASTM D 2487:CIastification of Soils for Engineering Purposes(Unified Soil Classification System)
ASTM D 4318 Liquid Limit,Plastic Limit,&Plastic Index of Sens
Mal Krajan,ET Laboratory Manager 3-1-, -II
Technical Responsibility Signature Position Dale
This report shall not be reproduced,except Injidt,wilhoul't the written approval of Sc&AIE,Inc
SECIIEE,INC. Corporate 3201 Spring Forest Road R-6A 11D-1(18-20 j1)Classification
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D4318-T89-90
Revision No. 0 Liquid Limit,Plastic Limit, and Plastic Index S&IVIE
Revision Date: 11/20/07 q
i
ASTMD 4318 11 AASHTU T89 0 AASHTO T 90 a Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Protect#: 1061-11-016 Report Date: 3/18/11
Project Name: Albert Ellis Airport-New Terminal Test Date(s) 3/15-3/18/11
Client Name: RS&H
Client Address:
Boring#: B-6A Sample#:UD-3 Sample Date:NA
Location: Site-Borehole Offset:NA Depth(ft):28-30 ft.
Sample Description. Gray Fine Sandy Silty CLAY(Cl
Tape and specrfkation S&ME rD# Cal Date' Type and Specrfkkation S&ME ID# Cal Date.
Balance (0.01 g) 1024 11/4/2010 Grooving tool S-1 5/26/2010
LL Apparatus 1084 8/17/2010
Oven 13289 8/17/2010
Pan 4 Liquid Limit Plastic Limit
Tare#: 13 1 24 27 14
A Tare Weight 13,03 12.87 12.97 12.92 12.88
B Wet Soil Weight+A 26.49 27.63 29.41 23.85 23.80
C Dry Soil Weight+A 21.70 22.16 23.05 22.27 22.25
D Water Weight(B-C) 4.79 5.47 6.36 1.58 1.55
E Dry Soil Weight(C-A) 8.67 9.29 10.08 9.35 9.37
F %Moisture(D/E)*100 33.2% 53,9% 63,i% 16.9% 16.5%
N #OF DROPS 35 25 17 ,ilo:sta a Contents determined
LL LL=F*FACTOR 10 AST.MMD 2216
I Ave. Average 16.7%
e 1 Ono Point Liquid Limit
- I i i N Factor N Factor
63.0 -- -1 - 20 0.974 26 1.005
62.0 tr _ 21 0.979 27 1.009
61,0 __ �' 22 0-985 28 1.014
V 60.0 __._ -`_•'I -- ' `= 23 0.99 29 1.018
i 24 0.995 30 1.022
t 59.0 • -r--= 25 1:000
�, ssa , NP,Non-Plastic 0
X 57.0 `- , i r `
Liquid Limit 59
'"''''56.0 _ Plastic Limit 17
55.0 r } i Plastic Index 42
54.0 T-r �-' Group Symbol CH
10 15 20 25 30 35 40 #of Drops 100 Multipoint Method Q
_ = - One-point Method ❑
Wet Preparation Dry Preparation Air Dried Estimate the%Retained on the i140 Sieve.
Notes/Deviations/References:
ASTM D 2487:Classification of Soils-for Engineering Purposes(Unified Soil Classification System)
ASTM D 431�8_Liquid Limit,Plastic Limit,&Plastic Index of Soils
Mal Krejan.ET ++ Laboratory Manager -,eSr4/_ €
Technical ResponsibilitySlgnatmre Positron bate
This report shall not be reproduced except in MI.without the written approval of SLIMS,Inc
S&MR.PlC -Corporate 3201 Spring Forest Road $-6/1 UD-3(28-3011,1 Classaeatlon
Raleigh NC 27616 Page 1 of 1

Form No.TR-D4318-T89-90
SS8cME
Revision No. 0
Revision Date:11/20/07 Liquid Limit,Plastic Limit, and Plastic Index
Another code ASTMD 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 ❑ Quality Assurance
SC VIE,Inc.Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Ellis Airport-New Terminal Test Date(s) 3/15-3/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample#: 51 Type: Soil Boring Sample Date:3/11/11
Location: Jacksonville,NC Sample:B-8/S5 Depth(ft): 13.5'-15.0'
Sample Description: Gray Silty SAND(SM)
Type and Specification S&41E ID g Cal Date: 7•ipe and Speci/ic alion Sd tIE Ii)i• Cal Date:
Balance (0.01 g) 4852 7/1/2010 Grooving tool 4940 7/12/2010
LL Apparatus 4884 7/12/2010 Grooving tool
Oven 14603 1/14/2011 Grooving tool
Pan# Liquid Limit Plastic Limit
Tare#: 1 2 3
A Tare Weight
B Wet Soil Weight+A
C Dry Soil Weight+A
D Water Weight(B-C)
E Dry Soil Weight(C-A)
F %Moisture(D/E)*100 _
I I
N #OF DROPS Afoistwe Contents determined
LL LL—F*FACTOR by ASTM D 2216
1 Ave. Average
I' 4S, One Point Liquid Limit
- N Factor N Factor
60.0 20 0.974 26 1.005
55.0 21 0.979 27 1.009
C 50.0 22 0.985 28 1.014
j 23 0.99 29 1.018
si. 45.0 24 0.995 30 1.022
0
H 40.0 25 1.000
i 35.0 NP. Non-Plastic 0
e Liquid Limit
30.0
Plastic Limit
25.0
- Plastic Index
20.0 1 Group Symbol NP
10 15 20 25 30 35 40 #of Drops 100
p 1 Multipoint Method ❑
One-point Method Q
Wet Preparation U Dry Preparation I] Air Dried ❑ Estimate the%Retained on the#40 Sieve: 18%
Notes/Deviations/References:
No LL or PL could be determined,therefore material is classified as"NP".
AS7:11 D 4318: liquid Limit, Plastic Limit: &Plastic Index of Sods
Torn Schipporeit,P.E. ;:aor,Ilia Branch Manager 3-28-11
Technical Responsibility Signature Position Date
This report shall not be reproducers except in full,without the written approval of S&ME,Inc
,
S&ME,INC.-Corporate 3201 Spring Forest Road 1061-11-016(2)
Raleigh,NC.27616 Page 1 of 1

T
Form No.No.
D43I8-T89-90 E
Revision o. o Liquid Limit,Plastic Limit, and Plastic Index ‘f14,,,41,11° S8cM
Revision Date:11120107
( ASTMD 4318 M AASHTO T 89 0 AASHTO T 90 0 Quality Assurance
S&ME, Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring#: NA-2 Sample#:Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset:NA Depth(ft): 1 -5 ft.
Sample De criptior° Light Brown and.Brown Silty SAND(SM)
'ripe and Specification S&tIL ID 4 Cal Date: Type and SpecU aiaou SWAM'1l)l= Cal Dale:
Balance (0.01 g) 1024 11/4/2011 Grooving toot S-I 5/2612011
LL Apparatus 1084 8/10/201!
Oven 1 454 10/28/201 I
Pan# • Liquid Limit Plastic Limit
Tare#: 3
A Tare Weight 12.98
B Wet Soil Weight+A 27.64
C Dry Soil Weight+A 24.98
D Water Weight(B-C) 2.66
E Dry Soil Weight(C-A) 12.00
F %Moisture(D/E)*100 22.2%
#Vl N DRUM
J 7 '-1 r : �,�� s eraunerl
LL LL=F*FACTOR I I I I I hrnr'.A('Sri1tent 11]721 det6
Ave. Average
_ N One Point Liquid Limit
27.0— --"-- - - -=--- N l Factor N Factor
26.0 ; 20 0.974 26 1.005
e 25.0 : 21 0.979 27 1.009
e 24.0 : 22 0.985 28 1.014
U 23.0 ; 23 0.99 29 1.018
22.0 24 0.995 30 1.022
21.0 ; 25 1.000
° NP,Non-Plastic tEl
20.0 :
e Liquid Limit 22
19.0 Plastic Limit 0
18.o "
Plastic Index N.P.
17.0 4 I ' I Group Symbol N.P.
10 15 20 25 30 35 40 #of Drops' 100
Multipoint Method 0
One-point Method ❑
Wet Preparation 0 Dry Preparation El Air Dried El Estimate the%Retained on the#40 Sieve:
Notes/Deviations/References:
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
Tom Schipporeit,P.E. .r�^.r+o
yA- rr "' Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road NA-2 Bulk(1-5 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No.TR D4318-T89-90 _ E
Revision No. 0 S M
Revision Date:I1/20/07 Liquid Limit,Plastic Limit, and Plastic Index
( ASTMD 4318 0 AASHTO T 89 0 AASHTO T 90 ❑ Quality Assurance
S&ME,Inc.Raleigh.3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring#: NA-5 Sample#:Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Brown Poorly Graded SAND with Silt(SF-SM)
'I've and S!r eyieaiion Sct ME AD g Cal Date: 7 pe and Specification Set;W ID r' Cal Daze:
Balance (0 01 g) l024 11/4/2011 Grooving too! S-1 5/26/2011
LL Aparatus 1084 8/10/20 1 1
Oven 1454 10/28/2011
Pan# Liquid Limit Plastic Limit
Tare"#; 21 I
A Tare Weight 12.92
B Wet Soil Weight+A 27.45
C Dry Soil Weight+A 24.90
D Water Weight(B-C) 2.55
E Dry Soil Weight(C-A) 11.98
F %Moisture(D/E)*100 21.3%
N #OF DROPS 5 Ifoisrure C muents de•rmni,h.c1
LL LL=F*FACTOR I I I I by ASI hI D 2216
Ave. Average
P N One Point Liquid Limit
27.0 -- _
N Factor N Factor
26.0 ' 20 0.974 26 1.005
e 25.0 : 21 0.979 27 1.009
a 24.0 ; 22 0.985 28 1.014
U 23.0 ; 23 0.99 29 1.018
' 22.0 24 0.995 30 1.022
�' 21.0 25 1.000
20.0 .
NP,Non-Plastic OD
Liquid Limit 21
19.0 '
Plastic Limit 0
18.0
Plastic Index N.P.
17.0 i ' iGroup Symbol N.P.
10 15 20 25 30 35 40 #of Drops1 100
p 1 Multipoint Method 0
One-point Method ❑
Wet Preparation 0 Dry Preparation 2 Air Dried ❑r Estimate the%Retained on the#40 Sieve:
Notes/Deviations/References:
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
ASTMD 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
,
Tom Schipporeit,P.E. '`eF4.0r....4`' "' � Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road NA-5 Bulk(I-5 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D4318-T89-90 gm
Revision Na 0 CC irm
Revision Date:11/20/07 Liquid Limit,Plastic Limit, and Plastic Index
ASTMD 4318 1] AASHTO T 89 ❑ AASHTO T 90 0 Quality Assurance
S&ME, Inc. Raleigh,3201 Spring Forest Road,Rakigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/14- 11/16/11
Client Name: RS&H
Client Address:
Boring#: NA-11 Sample#:Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sarrip D -ii do : LiglIt Brown and Gicray Poorly Graded SAND with Silt ;,ti ll '1
Ttpc anti Specification S&:IIF_ID 1; Cal Date: I:ipe and Specification MAIL::ID 4 Cal Date;
Balance (0.01 g) 1024 11/41201 I Grooving tool S-I 5/26./2011
LI..Apparatus 1084 8/10/201
Oven I454 10/28/2011
Pan II Liquid Limit Plastic Limit
Tare#: 6
A Tare Weight 12.99
B Wet Soil Weight+A 27.38
C Dry Soil Weight+A 24.68
D Water Weight(B-C) 2.70
E Dry Soil Weight(C-A) 11.69
F %Moisture(D/E)*100 23.1%
N #OF DROPS 6 I . I I ti lai�tru•c.('Clot".. .. :,curiae rl
LL LL=F*FACTOR hi.•i T:tl l'2216
Ave 1 Average
1 One Point Liquid Limit
N Factor N Factor
26.0 1 __ 20 0.974 26 1.005
a 25.0 : 21 0.979 27 1.009
a 24.0 - 22 0.985 28 1.014
U 23.0 : 23 0.99 29 1.018
cLa
O 22.0 24 0.995 30 I 1.022
at 21.0 _ 25 1.000
20.0 `.
NP,Non-Plastic
e Liquid Limit 23
19.0 Plastic Limit 0
18.0 - Plastic Index N.P.
17.0 a I ' 1Group Symbol N.P.
•
10 15 20 25 30 35 40 #of Drops 100 Multipoint Method 0
One-point Method ❑
Wet Preparation 0 Dry Preparation L] Air Dried 0 Estimate the%Retained on the#40 Sieve:
Notes/Deviations/References:
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
Tom Schipporeit,P.E. '`'`*'--i`:1% `"' Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,INC. Corporate 3201 Spring Forest Road NA-Il Bulk(I-5 ft)Classification
Raleigh,NC.27616 Page 1 of 1

Form No. TR-D4318-T89-90 anti-
Revision No. 0 Liquid Limit,Plastic Limit, and Plastic Index • � C
Revision Date: 11/20.'07
ASTMD 4318 ❑x AASHTO T 89 0 AASHTO T 90 ❑ Quality Assurance
S&ME,Inc.Wilmington,3006 Hall Waters Drive.,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s) 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample#: 173 Type: Soil Boring Sample Date: 10/27/11
Location: Jacksonville,NC Sample:NA-17/S2 Depth(ft): 3.5'-5.0'
Sample Description: Dark Brown Clayey SAND(SC)with Organics
type and Specification S&ME ID k. ' Cal Date.: Type and Specification St'I4fE II)it Cal Cate:
Balance (0.01 g) 4852 7/1/2011 Grooving tool 4940 7/11/2011
LL Apparatus 4884 7/11/2011 Grooving tool
Oven 14603 9/28/2011 Grooving tool
•
Pan ft Liquid Limit Plastic Limit _
Tare#: 1 2 3
A Tare Weight 11.08 15 11.61
B Wet Soil Weight+A 19.45 19.25 20.35
C Dry Soil Weight+A 16.99 17.64 18.70
D Water Weight(B-C) 2.46 1.61 1.6:,
E Dry Soil Weight(C-A) 5.91 6.99 7.09
F %Moisture(DIE)*100 41.6% 23.0% 23.3%
N #OF DROPS 26 Moisture Contents determined
LL LL=F*FACTOR 41.8% I I I I I by.4ST*iD 2216
Ave. 1 Average 41.8% 23.2%
r N One Point Liquid Limit
65.0-- -_------•. • - N Factor N Factor
60.0 ; 20 0.974 26 1.005
a 55.0 : 21 0.979 27 1.009
2° 22 0.985 28 1.014
° 50.0 ' 23 0.99 29 1.018
t.
45.0 24 0.995 30 1.022
q •
40.0 : 25 1.000
i 35.0 : NP, Non-Plastic 0
30.0 : Liquid Limit 42
Plastic Limit 23
25.0
Plastic Index 19
20.0 ' 1 Group Symbol CL
10 15 20 25 30 35 40 #of Drops 1 100 Multipoint Method ❑
4 One-point Method (]
Wet Preparation El Dry Preparation 0 Air Dried 0 Estimate the%Retained on the#40 Sieve: 26%
Notes/Deviations/References:
AST:b1 D 4318 Liquid Limit,Plastic Limit. &Plastic Index of:Soils
Tom Schipporeit,P.E. -`"".."'yf£-•'�r1" Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road 1061-11-016A
Raleigh,NC.27616 Page 1 of 1

Form No. TR-D4318-T89-90 i Am. _ _
:::::
No. 0Liquid Limit,Plastic Limit, and Plastic IndexRI Date:11/20/07
ASTMD 4318 ❑X AASHTO T 89 0 AASHTO T 90 0 Quality Assurance
S&ME,inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/14- 11/16/11
Client Name: RS&h
Client Address:
Boring#: NA-19 Sample#:Bulk Sample Date: 10/24/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Gray Silty SAND(SM)
Type and Spec f ication S&"vIE ID 4 Cal Dale: 7 pe and Specification S&WE If)1# Cal Date:
Balance (0.01 g) 1024 11/4/2011 Grooving tool S-1 5/26/2011
LL Apparatus 1084 8/10/2011
Oven 1454 10/28/2011
Pan it Liquid Limit Plastic Limit
Tare#: 13
A Tare Weight 12.97
B Wet Soil Weight+A 28.65
C Dry Soil Weight+A 25.77
D Water Weight(B-C) 2.88
E Dry Soil Weight(C-A) 12.80
F %Moisture(D/E)*100 22.5%
1N - #O BOPS 5 i 1°1.+•rure C ont err+... i,•��r in cl
LL LL=F*FACTOR I I I I by ASTM D 2216
Ave. 1 Average
e N. One Point Liquid Limit
27.0--_.-._--/' «_ 4—. ...._._
N Factor N Factor
26.0 : - 20 0.974 26 1.005
a 25.0 ' 21 0.979 27 1.009
24.0 22 0.985 28 1.014
U 23.0 Z 23 0.99 29 1.018
22.0 co
24 0.995 30 1.022
25 1.000
0 21.0
zo.o ` NP, Non-Plastic
Liquid Limit 23
19.0 '
Plastic Limit 0
18.0 d Plastic Index N.P.
17.0 F I 1Group Symbol N.P.
10 15 20 25 30 35 40 of Drops I 100
Multipoint Method 0
One-point Method ❑
Wet Preparation ❑ Dry Preparation El Air Dried 1] Estimate the%Retained on the#40 Sieve:
Notes/Deviations/References:
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
ASTM D 4318:Liquid Limit,Plastic Limit,&Plastic Index of Soils
Tom Schipporeit,P.E. .> ." "�"i'` Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road NA-19 Bulk(1-5 ft)Classification
Raleigh,NC.27616 Page I of 1

Form No.TR-D4318-T89-90
Revision No. 0 *S611VIE
Revision Date:11/20/07 Liquid Limit,Plastic Limit, and Plastic Index
ASTMD 4318 0 AASHTO T 89 0 AASHTO T 90 ❑ Quality Assurance
S&ME,Inc.Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s) 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample#: 173 Type: Soil Boring Sample Date: 10/26/1 i
Location: Jacksonville,NC Sample:NB-2/S5 Depth(ft): 13.5'-15.0'
Sample Description: Gray Silty, Clayey SAND(SC-SM)
71/Ie and.Speciific•ation S'&714E ID i. Cal Date: Type and Specification Stt.A47;11D it Cal Date:
Balance (001 g) 4852 7/1/2011 Grooving tool 4940 7/11/2011
.LL Apparatus 4884 7/1.1/2011 Grooving tool
Oven . 14603 9/28/2011 Grooving tool
Pan S Liquid Limit Plastic Limit
Tare# 4 5 6
A Tare Weight 11.35 10.72 11.23
B Wet Soil Weight+A 24.81 18.81 20.09
C Dry Soil Weight+A 22.48 17.77 18.98
D Water Weight(B-C) 2.33 1.04 1.11
E Dry Soil Weight(C-A) 11.13 7.05 7.75
F %Moisture(D/E)*100 20.9% 14.8% 14.3%
N #OF DROPS 1 20 e nte
LL LI.=F''FACTOR 20.4';.. I I I I Mnisttt br y ASco TMDents 2d 216termined
Ave. 1 Average 20.4% 14.6%
e- One Point Liquid Limit
65.0 r N Factor N Factor
60.0 1 20 0.974 26 1.005
t 55.0 MEIN 1 21 0.979 27 1.009
e 50.0 22 0.985 28 1.014
23 0.99 29 1.018
i 45.0 - 24 0.995 30 1.022
7
,' 40.0 25 1.000
35.0 NP, Non-Plastic CI
30.0 Liquid Limit 20
Plastic Limit 15
25.0 ' Plastic index. 5
20.0 Group Symbol CL-ML
10 15 20 25 30 35 40 #of Drops' 100
P Multipoint Method ❑
One-point Method
Wet Preparation e❑ Dry Preparation ❑ Air Dried ❑ Estimate the%Retained on the#401Sieve: 24%
Notes/Deviations/References:
AST,AI D 4318:Liquid Limit Plastic Limit, & Plastic Index of Soils
Tom Schipporeit,P.E. ! '' `'- `'1}, Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road 1061-11-016A(2)
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D4318-T89-90
Revision No. 0 Sad -.-....
•
Revision Date:11/20/07 Liquid Limit, Plastic Limit, and Plastic Index
ASTMD 4318 ❑x AASHTO T 89 0 AASHTO T 90 0 Quality Assurance
S&ME,inc. Wilmington,3006 Hall Waters Drive,Suite 100,Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s) 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd.,Suite 260,Raleigh,NC 27615
Sample#: 173 Type: Soil Boring Sample Date: 10/26/11
Location: Jacksonville,NC Sample:NB-7/57 Depth(ft): 23.5'-25.0'
Sample Description: Gray Clayey SAND(SC)
twe and Spc iccitlnn S&Ad1:1!)J Ca!!kite: type and Specification S&ME ID n Ca!Date:
'Balance (0.01 g) 4852 7/1/2011 Grooving tool 4940 7/11/2011
LL Apparatus 4884 7/11/2011 Grooving tool
Oven 14603 9/28/2011 Grooving tool
Pan# Liquid Limit Plastic Limit
Tare it- 1 2 3
A Tare Weight 11.09 10.65 11.61
B Wet Soil Weight+A 22.07 18.85 20.17
C Dry Soil Weight+A 19.52 17.95 19.25
D Water Weight(B-C) 2.55 0.90 0.92
E Dry Soil Weight(C-A) 8.43 7.30 7.64
F %Moisture(D/E)*100 30.2% 12.3% 12.0%
N #OF DROPS 26 I Moisture Contents determined
LL LL=F*FACTOR I 30.4% I I I I by4ST11D2216
Ave. Average 30.4% 12.2%
C One Point Liquid Limit
65.0 ----- _ .n .
N Factor N Factor
60.0 20 0.974 26 1.005
a 55.0 i-�==M Mi•�! ° 21 0.979 27 1.009
c 50.0 22 0.985 28 1.014
23 0.99 29 1.018
L., 45.0 • 24 0.995 30 1.022
40.0 __ 25 1.000 •
i 35.0 r NP,Non-Plastic
30.0 • 1111
Liquid Limit 30
Plastic Limit 12
25.0 1 Plastic Index 18
20.0 I i Group Symbol CL
10 15 20 25 30 35 40 #of Drops' 100 Multipoint Method ❑
One-point Method 0
Wet Preparation 0 Dry Preparation ❑ Air Dried 0 Estimate the%Retained on the#40 Sieve: 27%
Notes/Deviations/References:
ASTA1 D 4318: Liquid Limit, Plastic Limit. &Plastic Index of Soils
Tom Schipporeit,P.E. arm �l�r� 1 Senior Engineer 11/16/2011
Technical Responsibility Signature Position Date
l This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,INC. Corporate 3201 Spring Forest Road 1061-11-016A(3)
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D2216-T265-2
Revision No. 0 SaME:
( Revision Date: 02/22/08
Laboratory Determination of Water Content -V NI
ASTMD 2216 0 AASHTO T 265 ❑ Quality Assurance
S&ME, Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Albert Ellis Airport-New Terminal Test Date(s): 3/15-3/16/11
Client Name: RS&H
Client Address:
Sample by: S&ME,Inc. Sample Date(s): NA
Sampling Method: Shelby Tube Drill Rig: NA
Method: A(1%) 0 B(0.1°/a) (] Balance ID. 1024 Calibratron Date' 11/4/09
Sample Sample Tare Wt.+ Tare Wt.+ Water Percent
Boring No. No. Depth Tare# Tare Weight Wet Wt Dry Wt Weight Moisture
ft.or in grams grams grams grams °6
B-6A UD-1 18-20 ft. 6 79.97 220.66 177.99 42.67 43.5%
B-6A UD-3 20-30 ft. 4 73.70 275.37 215.65 59.72 42.1%
Notes/Deviations/References
AASHTO T 265:Laboratory Determination of Moisture Content of Soils
ASTM D 2216:Laboratory'Determination of Water(Moisture)Content of Soil and Rock by Mass
Yogesh Chauhan _ NA
Technician Name Signature Certifecation Type/No. ale
Mal Krajan,ET Laboratory Manager 3-28-11
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road Moisture Table
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D2216-T265-2
Revision No. 0 S&IVIE
t Revision Date: 02/22/08 Laboratory Determination of Water Content4
ASTMD 2216 0 AASHTO T 265 ❑ Quality Assurance
S&ME,Inc.Wilmington,3006 Hall Waters Drive,Smite 100 Wilmington,NC 28405
Project#: 1061-11-016 Report Date: 3/16/11
Project Name: Ellis Airport-New Terminal Test Date(s): 3/15-3/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd.,Suite 260,Raleigh,NC 27615
Sample by: N/A Sample Date(s): 3/11/11
Sampling Method: Split Spoon Drill Rig: N/A
Method: A(1%) ❑ B(al%0) El Balance ID. 04852 Calibration Date: 7/1/10
Sample Sample rare Wt.+ Tare Wt.+ Water Percent
Boring No. No. Dept Tare# Tare Weight Wet Wt Dry Wt Weight Moisture
ft.or m. grams grams grains grams %
B-2 S1 1.0'-2.5' N/A 0.00 247.98 223.79 24.19 10.8%
B-8 S5 13.5'-15.0' N/A 0.00 254.05 208.27 45.78 22.0%
Notes/Deviations/References
AASHTO T 265:Laboratory Determination of Moisture Content of Soils
ASTM D 2216:Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
Tom Schiptoreit,P.E. Branch Manager 3-28-11
Technical Responsibility Signature Position Date
This report shall not be reproduced except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016
Raleigh,NC.27616 Page 1 of2

Form No:TR-D2216-T265-2
Revision No. 0 teS&IVI
E
Revision Date:02/22/08
Laboratory Determination of Water Content ,,'
ASTMD 2216 0 AASHTO T 265 ❑ Quality Assurance
S&ME,Inc.Wilmington,3006 Hall Waters Drive,Suite 100 Wilmington,NC 28405
Project#: 1061-11-016A Report Date: 11/16/11
Project Name: Albert J.Ellis Airport Terminal Project Test Date(s): 11/14-11/16/11
Client Name: RS&H
Client Address: 8601 Six Forks Rd., Suite 260,Raleigh,NC 27615
Sample by: S&ME Drillers Sample Date(s): 10/26-10/27/11
Sampling Method: Split Spoon Drill Rig: N/A
Method: A(1%) ❑ B(0.1%) 0 Balance ID. 04852 Calibration Date' 7/1/11
Sample Sample Tare Wt.+ Tare Wt.+ Water Percent
Boring No. No. Dept Tare# Tare Weight Wet Wt Dry Wt Weight Moisture
ft.or m. gams grams grams grams %
NA-17 S2 3.5'-5 0' N/A 0.00 83.87 61.47 22.40 36.4%
NB-2 S5 13.5'-t.' I.!' N/A 0.00 90.70 74.67 16.03 21.5%
NB-7 S7 23.5'-25.0' N/A 0.00 85.07 66.99 18.08 27.0%
Notes/Deviations/References
AASHTO T 265:Laboratory Determination of Moisture Content of Soils
ASTM D 2216: laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
Tom Schipporeit,P.E. ,✓t , st+„ t,. A---/ Senior Engineer 11/l6/20i 1
Technical Responsibility signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
i
S&ME,Inc.-Corporate 3201 Spring Forest Road 1061-11-016A moist
Raleigh,NC.27616 Page 1 of 2

Form No:TR D2216 T265-2
Revision No. 0 ��ME
Revision Date: 02/22/08 Laboratory Determination of Water Content -'
ASTMD 2216 0 AASHTO T 265 0 Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/15/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s): 11/14- 11/15/11
Client Name: RS&H
Client Address:
Sample by: S&ME,Inc. Sample Date(s): Various
Sampling Method: Site Borehole Drill Rig : N/A
Method: A(i%) 0 B(o.1%) ❑ Balance ID. 1024 Calibration Date: 11/4/11
Sample Sample Tare•Wt.+ Tare Wt.+ Water Percent
Boring No. No. Depth Tare# Tare Weight Wet Wt Dry Wt Weight Moisture
ft.or m grams grams grams grams %
NA-2 Bulk 1 -5 ft. 903 124.62 468.83 430.19 38.64 12.6%
NA-5 Bulk 1 -5 ft. 909 126.64 418.58 374.49 44.09 17.8%
NA-11 Bulk 1 -5 ft. 8004 122.88 402.78 370.81 31.97 12.9%
NA-19 Bulk 1 -5 ft. 905 123.20 456.29 405.78 50.51 17.9%
Notes I Deviations/References
AASHTO T 265:Laboratory Determination of Moisture Content of Soils
ASTM D 2216:Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
Mal Krajan,ET N/A
Technician Name Signature Certification Type/No. Date
Tom Schi oreit,P.E. r., 44
PP Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road Moisture Table
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2
Revision No. :0 S& IVIE
Revision Date:11/21/07 Moisture-Density Report
Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
S&ME Project#: 1061-11-016A Report Date: 11/7/11
Project Name: Albert Ellis Airport Terminal Projcet Test Date(s): 11/4- 11/7/11
Client Name: RS&H
Client Address:
Boring#: NA-2 Sample#: Bulk Sample Date: 10/27/2011
Location: Site-Borehole Offset: N/A Depth: 1 -5 ft.
Sample Description: Light Brown and Brown Silty SAND(SM)
Maximum Dry Density 127.5 PCF. Optimum Moisture Content 8.8%
.1.5TM 1)1.557 -.. Method A
Moisture-Density Relations of Soil and Soil Aggregate Mixtures I Soil Properties
140.0 I \ Natural
I I I I I Moisture 12.6%
2.650 100%Saturation
Curve Content
Assumed
135.0 \x Sp.ciTc 2.650
\ Gravity
\
\ Liquid Limit 22
\ Plastic Limit 0
130.0 \
\ Plastic Index N.P.
\
\ %Passing
25.0 A. 3/4" 100.0%
Q \ 3/8" 100.0%
A \\ #4 99.8%
i
\ #10 99.3%
120.0 1 \� #40 51.1%
\ #60 29.6%
\ #200 14.8%
I \
115.0 ' \
1 `
\\ Oversize Fraction
\
\ Bulk Gravity
110.0 i \• %Moisture
0.0 5.0 10.0 15.0 20.0 25.0 %Oversize
Moisture Content(%)I MDD
Opt.MC
Moisture-Density Curve Displayed: Fine Fraction © Corrected for Oversize Fraction(ASTM D 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve © 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer 0 Moist Preparation ® Dry Preparation 0
References/Comments/Deviations:
ASTM D 422:Particle Size Analysis of Soils
ASTM 0 2216:Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
ASTM D 1557:Laboratory Compaction Characteristics of Soil Using Modified Effort
Tom Schipporeit.P.E. Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-2 Bulk(1-5 ft)Proctor
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2
Revision No. :0 S&IViERevision Date:11/21/07Moisture-Density Report -r
Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
S&ME Project#: 1061-11-016A Report Date: 11/7/11
Project Name: Albert Ellis Airport Terminal Projcet Test Date(s): 11/4- 11/7/11
Client Name: RS&H
Client Address:
Boring#: NA-5 Sample#: Bulk Sample Date: 10/27/2011
Location: Site-Borehole Offset: N/A Depth: 1 -5 ft.
Sample Description: Light Brown and Brown Poorly Graded SAND with Silt(SP-SM)
Maximum Dry Density 1.15.7 PCF. Optimum Moisture Content 12.8%
ASTM DI557 -- ,Ifethod A
ti Soil Properties
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures I
125.0 Natural
I °
2.650 100/o Saturation Moisture 17.8%
Curve Content
\ 4s.rumed
120.0 w Specific 2.650
\ Gravid'
•\ Liquid Limit 21
ry � Plastic Limit 0
115.0 \ Plastic Index N.P.
w 1 ‘
o \\ qb Passing
'� 110.0
3/4" 100.0%
A' e _ #4 98.9%
. \ #10 97.6%
105.0 - \ #40 80.4%
' \\ #60 60.7%
\ #200 8.6%
100.0 . \N
• Oversize Fraction
Bulk Gravity
95.0 , ' %Moisture
0.0 5,0 10.0 15.0 20.0 25.0 %Oversize
I Moisture Content(%)I II MDD
Opt.MC
Moisture-Density Curve Displayed: Fine Fraction ® Corrected for Oversize Fraction(ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve © 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer ❑ Manual Rammer © Moist Preparation ® Dry Preparation ❑
References 1 Coxunemr!Deviations:
ASTM D 422:Particle Si/c Analysis of Soils
ASTM D 2216:Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
ASTM D 1557:Laboratory Compaction Characteristics of Soil Using Modified Effort
Tom Schipporeit,P.E. '`�`�¢' c``" Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-5 Bulk(1-5f)Proctor
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2
Revision No. :0 S&ME
Revision Date: 11/21/07
Moisture-Density Report .j'
Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,.Raleigh,North Carolina 27616
S&ME Project#: 1061-11-016A Report Date: 11/7/11
Project Name: Albert Ellis Airport Terminal Projcet Test Date(s): 11/4- 11/7/11
Client Name: RS&H
Client Address:
Boring it: NA-11 Sample#: Bulk Sample Date: 10/27/2011
Location: Site-Borehole Offset: N/A Depth: 1 -5 ft.
Sample Description: Light Brown and Gray Poorly Graded SAND with SILT(SP-SM)
Maximum Dry Density 117.4 PCF. Optimum Moisture Content 11.9%
ASTM DI557 -- Method A
Moisture-Density Relations of Soil and Soil Aggregate Mixtures Soil Properties
130.0 I Natural
I 1\ 1 I I I I I Moisture 12.9%
2.650 ,100%Saturation
Curve Content
A.$sutncd
125.0- �\ Specific 2.650
\ Gravity
-- \
\ Liquid Limit 23
\ Plastic Limit 0
120.�r \
Plastic Index N.P.
k \• - ,\ %Passing
g 15.0 \ 3/4" 100.0%
A' \ 3/8" 100.0%
\ #4 99.8%
A #10 99.0%
I \
110.0 \ ;.40 74.4%
\ #60 54.6%
\ #200 8.1%
105.0 ' \
\ Oversize Fraction
1 \
\
Bulk Gravity
100.0 , , \I %Moisture
0.0 5.0 10.0 15.0 20.0 25.0 %Oversize
Moisture Content(%)I 1 MDD I
Opt.MC
Moisture-Density Curve Displayed: Fine Fraction © Corrected for Oversize Fraction(ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve 0 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer ❑ Manual Rammer El Moist Preparation I] Dry Preparation 0
References/Coma nts/Devatiotts:
ASIM 1)422:Particle Size Analysis of Soils
ASTM D 2216:laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
ASTM D 1557:Laboratory Compaction Characteristics of Soil Using Modified Effort
( Tom Schipporeit.P.E. /i`�' Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval ofS&ME,Ina
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-11 Bulk(1-5 f)Proctor
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D698-2
Revision No. :0 S&IVIE
Revision Date:11/21/07
Moisture-Density Report
Quality Assurance
S&ME,Inc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
S&ME Project#: 1061-11-016A Report Date: 11/7/11
Project Name: Albert Ellis Airport Terminal Projcet Test Date(s): 11/4-11/7/11
Client Name: RS&H
Client Address:
Boring#: NA-19 Sample#: Bulk Sample Date: 10/24/2011
Location: Site-Borehole Offset: N/A Depth: 1 -5 ft.
Sample Description: Gray Silty SAND(SM)
Maximum Dry Density 120.0 PCF. Optimum Moisture Content 11.9%
AST 3t D 698 -- :3lethod A
Moisture-Density Relations of Soil and Soil Aggregate Mixtures Soil Properties
130.0 Natural
I I\ 1 11 I I I Moisture 17.9%
2.650 •100%Saturation
Curve Content
. Assumed
125.0 \\ Specific 2.650
\ Groviry
N
\ Liquid Limit 23
\ Plastic Limit 0
120.0 • , - - ‘‘t
Plastic Index N.P.
U
' \ %Passing
115.0 ' \ 3/4" 100.0%
to ' `\ 3/8" 100.0%
\ #4 100.0%
\
110.0 : #40 57.5%
\ #60 32.4%
' \
\ #200 12.4%
N
105.0 \
' \ Oversize Fraction
I \
' \ Bulk Gravity
\
100.0 . \. %Moisture
0.0 • 5.0 10.0 15.0 20.0 25.0 %Oversize
Moisture Content(%)I I MDD'
I Opt MC
Moisture-Density Curve Displayed: Fine Fraction (l Corrected for Oversize Fraction(ASTM D 4718) 0
Sieve Size used to separate the Oversize Fraction: #4 Sieve I 3/8 inch Sieve 0 3/4 inch Sieve 0
Mechanical Rammer 0 Manual Rammer ❑x Moist Preparation ® Dry Preparation 0
References/Cornmeal%/Deviations:
ASTM D 422: Panicle Stzc Analysis of Soils
ASTM I)2216:Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
ASTM[)698:Laboratory Compaction Characteristics of Soil Using Standard Effort
Tom Schipporeit.P.E. ' `°'.'`44 Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-19 Bulk(1-5 ft)Proctor
Raleigh,NC.27616 Page 1 of 1

Form No. TR-D1833-T193-3 Revision No. 0 CBR(California Bearing Ratio) of Laboratory ftS&ME
Revision Date:2/6/08 Compacted Soil
ASTMD 1883 Quality Assurance
Sc&ME,lnc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/13/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/4- 11/12/11
Client Name: RS&H
Client Address:
Boring#: NA-2 Sample#: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Brown Silty SAND(SM)
t.cTV 1)1557 5lethadA Maximum Dry Density: 127.5 PCF Optimum Moisture Content: 8.S%
Compaction Test performed on the Fine Fraction only %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 35.4 I CBR at 0.2 in. 53.3 CBR at 0.1 in. 60.6 ! CBR at 0.2 in. 58.3
1000.0 -
i
Corrected Value at.2" ninimminiii
900.0
800.0 - -
700.0 - ,
Corrected Value at.1"
V) 600.0 -
ig
500.0
rA 400.0 - WV
I I
200.0 i
�, I 1
0.0 - ® ♦ ® L. 0
0.00 0.10 0.20 0.30
Strain(inches)I
40
CBR Sample Preparation: 1'en formed on the fine fraction
Grading was in accordance with the above method and compacted using the 6"diameter("BR mold.
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 56 Final Dry Density(PCF) 125.0
Initial Dry Density(PCF) 125.6 Average Final Moisture Content 9.2%
Moisture Content of the Compacted Specimen 8.7% Moisture Content(top 1"after soaking) 9.1%
Percent Compaction 98.5% Percent Swell 0.0%
Soak Time: 47-fir Surcharge Weight 20.0 Surcharge Wt.per sq Ft. 101.9
Liquid Limit 22 Plastic Index N.P.
Notes/De$iations/keterenecs:
Test specimen compacted to 98%at opt moisture.
Tom Schipporeit,P.E. Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-2 Bulk(1-5 ft)CBR
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D1833-T193-3 _ _
MS
Revision No. 0 CBR(California Bearing Ratio) of Laboratory S&1E
Revision Date:2/6/08 Compacted Soil
ASTMD 1883 Quality Assurance
SAME,lnc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/13/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/4- 11/12/11
Client Name: RS&H
Client Address:
Boring#: NA-5 Sample#: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Brown Poorly Graded SAND with Silt(SP-SM)
ASl 4l 1)1557 Meihod s1 Maximum Dry Density: 115.7 PCF Optimum Moisture Content: 12.8'%%
Compaction Test perfu;mcrl on the Finc Fraction only %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 ins-29.6 I CBR at 0.2 in. 40.8 CBR at 0.1 in. 36.1 I CBR at 0.2 in. 43.3
T- - ---------
800.0 -
700.0 - Corrected Value at.2"
• / I
600.0
Corrected Value at.1"I
( r 500.0 I
w
6 400.01 Ill
f I
300.0 - I I
I
200.0 I
l I
100.0 - 1 s
0.0 ' 0 • • • L. -4 • C> L • o
0.00 0.10 0.20 0.30
Strain(inches)1
CBR Sample Preparation: Performed on the fine fraction
Grading was in aco. ' !:'-m e method and compacted tecf using the 6"diamoter('1312 mold.
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 56 Final Dry Density(PCF) 113.0
Initial Dry Density(PCF) 113.8 Average Final Moisture Content 13.2%
Moisture Content of the Compacted Specimen 12.5% Moisture Content(top 1"after soaking) 13.9%
Percent Compaction 98.4% Percent Swell 0.0%
Soak Time: 97.5-11r Surcharge Weight 20.0 Surcharge Wt.per sq.Ft. 101.9
Llct:id Limit 21 Plastic Index NP_
Test specimen compacted to 98%at opt,moisture.
Tom Schipporeit,P.E. Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-5 Bulk(1-5 ft)CBR
Raleigh,NC.27616 Page 1 of 1

Form No. TR-D1833-T193-3
Revision No. 0 CBR(California Bearing Ratio) of Laboratory #,S&ME
Revision Date:2/6/08 Compacted Soil
ASTMD 1883 Quality Assurance
S&ME,lnc.Raleigh,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/13/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/4- 11/12/11
Client Name: • RS&H
Client Address:
Boring#: NA-11 Sample#: Bulk Sample Date: 10/27/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Light Brown and Gray Poorly Graded SAND with Silt(SP-SM)
AS7rt/1)1557 :tlethad.1 Maximum Dry Density: 117.4 PCF Optimum Moisture Content: 11.9`71%
Compaction Test performed on the Fine Fraction only %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 8.3 I CBR at 0.2 in. 20.0 CBR at 0.1 in. 25.1 L CBR at 0.2 in. 32.3
600.0
I I I
Corrected Value at.2"I
::::
--
- I
p,, [corrected Value at.1"1
300.0 -- - - F
("II 1
200.0
I
NOV
•
0.0 • •• •• • • •I o • L
0.00 0.10 0.20 0.30
Strain(inches)1
40
CBR Sample Preparation: Performed an the fine fraction
Grading was in occw !he above meihnd and compact .r::R the 6"diameter CBR mold,
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 56 Final Dry Density(PCF) 115.2
Initial Dry Density(PCF) 115.5 Average Final Moisture Content 12.8%
_ Moisture Content of the Compacted Specimen 12.3% Moisture Content(top 1"after soaking) 13.1%
Percent Compaction 98.4% Percent Swell -0.1%
Soak Time: 97.25-hr Surcharge Weight Surcharge Wt.per.sq.Ft. 101.9
Liquid Limit 23 Plastic Index N.P.
Notesil)evintions/ltci fences:
Test specimen compacted to 98%at opt moisture.
Tom Schipporeit,P.E. ,it '" Senior Engineer 11/17/2011
Technical Responsibility Signature Position Date
This report shall not be reproduced except in full without the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-11 Bulk(1-5 ft)CBR
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D1833-T193-3 _Revision No. 0 CBR(California Bearing Ratio) of Laboratory simE�
Revision Date:2/6/08 Compacted Soil
i.
ASTMD 1883 Quality Assurance
S&ME,1nc.Raleigh.,3201 Spring Forest Road,Raleigh,North Carolina 27616
Project#: 1061-11-016A Report Date: 11/13/11
Project Name: Albert Ellis Airport Terminal Project Test Date(s) 11/4- 11/12/11
Client Name: RS&H
Client Address:
Boring#: NA-19 Sample#: Bulk Sample Date: 10/24/11
Location: Site-Borehole Offset: NA Depth(ft): 1 -5 ft.
Sample Description: Gray Silty SAND(SM)
AS TM I)698 Method.4 Maximum Dry Density: 12(3.0 PCF Optimum Moisttue Content: 1 t.9°/.
Compactions 1,.,t herronned on the Fine Fraction only %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values
CBR at 0.1 in. 3.6 I CBR at 0.2 in. 7.3 CBR at 0.1 in. 16.8 I CBR at 0.2 in. 20..'
r
600.0
500.0
11111111
400.0
in Corrected Value at.2"
■■■■■■
a
d300� '=E Mi• � �tii �� �- sli..ttiE...
t•t•t•t!t!tl----lltltl_ll_ �___ __
200.0 Bones.Corrected Value at.1".RI IP7••- --'-----
•
IMltttt ----ltttttt�ltttIM =11- -r' •. il ----11--�!
100.0 ■■■■■■■■,,��M- �_ic'■�-'ZZIlaZINIQZZIEZ
-llttiii n=lttttt�_ T .ter- s --ltttttt�--ltttttI-tom---ltttt�---
----�- --rC---�1=111M1=al--- ------
0.00 010 0.20 0.30 0.40 0.50
Strain(inches)1
N'
CBR Sample Preparation: Performed on the fine fraction
Grading u.ns in accordance with the erhove method and compacted using the 6"diameter CBR mold.
Before Soaking After Soaking
Compactive Effort(Blows per Layer) 45 Final Dry Density(PCF) 118.1
Initial Dry Density(PCF) 117.7 Average Final Moisture Content 12.2%
Moisture Content of the Compacted Specimen 12.2% Moisture Content(top 1"after soaking) 12.2%
Percent Compaction 98.1% Percent Swell -0.3%
Soak Time: 97.75-hr Surcharge Weight -,o r., Surcharge Wt per sq Ft. 101.9
Licitid Lin± 23 Plastic Index N P.
" e:i.1.)t'4ar oti a,se eo_eia:,c:es:
Test specimen compacted to 98%at opt.moisture.
Tom Schipporeit,P.E. f�`y6" f { �
Senior Engineer l 1/17/20l l
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full eithout the written approval ofS&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road NA-19 Bulk(1-5 ft)CBR
Raleigh,NC.27616 Page 1 of 1

•
Oedometer Settlement Tests
Sample details •
. Depth 18-20 ft.
Sketctishowingspeciinen Description: Gray Fine Sandy Silty CLAY(CH)
location in original Sample
Type Undisturbed
Height Ho(in) 0.992
Diameter D (in) 2,501
Weight Wo(gr) 143.58
B0lk Density p(PCF) 112.24
Particle Density ps 2.692
(measured)
initial Conditions
Settlement Channel 1001
Moisture Content w0% 43.5
Dry Density pd(PCF) 78.20
Voids Ratio e0 1.1482
Deg of Saturation S0% 100.0
Swelling Pressure Ss(TSF) 0.000
Final Conditions
Moisture Content wf% 32.3
Dry Density pd(PCF) 92.80
Voids Ratio er 0.8101
Deg of Saturation Sf% 100.00
Settlement:(in) 0.156
Compression Index Cc 0.384
Notes: Test specimen taken from the middle portion of UD tube.
ASTM D2435-96 Test name Consolidation
Date of Test: 3-15-11
•
It
gm Site Reference: Elbert Ellis AP-New Terminal Sample: UD-1
Jobfile: E:\06111016.J06 Borehole: B-6A
Operator. Checked: Approved:
I _

Oedometer Settlement Tests
1.120 ■■■ii:::MI■■■ui111 1.■■01111
■■■11111�r�\��III_■■■��111
1.042 _111■11111111 ■■■■EN
0.964 ■■■Mt INIM■ii1�1�■■■UI111
■■■11N111=■■■1111111P®■■ N1
■■■�1111�■■■11111=1■■uii111
ce 0.886 ■•■i1111_■■■■i111�■■■�1111
■11111 ■■■iu111 M1■■u1111
> 0.808 _1111■■l1111ENMBR111_ M►7■E111
0.730 ■■■I1111�■■■■ III`:e■��Ill
99.0
95.0
91.0
m
E
• 87.0
m
• 83.0
co• 79.0
0.380
E
0.310
a
N
a 0.240
E
0
U 0.170 -
0.100
0.030
✓ 0.118
8 0.104
c
0
✓• 0.090
w
c
O 0.075
0.061
0.047 0.100 1.000 10.000
Vertical Stress(TSF)
ASTM D2435-96 Test name Consolidation
Date of Test: 3-15-11
gmSite Reference: Elbert Ellis AP-New Terminal Sample: UD-1
Jobfile: E:106111016.JOB Borehole: B-6A
Operator. Checked: Approved:

Gedomeler Settlement Tests
Sainple'details
Depth 28-30 ft.
'Sketch showingspecimen Description.: Gray Fine Sandy Silty CLAY(CH)
location In original Sample .
Type Undisturbed
Height Ho(in) 0:999
Diameter Do(in) 2.501
Weight Wo(gr) 141.39
BU)k Density p.(PCF) 10:9,75
ParticleDensity ps 2.695
L (measured)
I Initial Conditions
Settlement Channel 1942
Moisture Content wo% 42.1
Dry Density pd(PCF) 77.25
Voids Ratio eo 1.1769
Deg of Saturation So% 96.3
Swelling Pressure Ss(TSF) 0.000
Final Conditions I
Moisture Content wf% 39.8
Dry Density pd(PCF) 84.69
Voids Ratio of 0.9856
Deg of Saturation Sf% 100.00
Settlement:(in) 0.088
Compression Index Cc 0.476
Notes: Test specimen taken from the middle portion of UD tube.
ASTM D2435-96 Test name Consolidation
Bate of lest: 3-15-11
MESite Reference: Elbert Ellis AP-New Terminal Sample: UD-3
Jobfile: E:106111016.JOB Borehole: B-6A
Operator. Checked: !Approved:

Oedometer Settlement Tests
1180 �111111■1 :: 1_w■■.iill ■■■.i111
■■■.i111 r.:51111�.■■■i11I
1.120 _..■.i111 ■•1■.i1iL uuii111
�..■.nll�..■.i111� 1■■■.n11
0 1060 .■■.iil1�..■.nll��■■.i111
�..■■1111�■■■■ii11_...■.ill
ce tom _..■.:.11—.■■■1111 1E1■■.1111
■■■.1111`��■�1111 M\■.i111
> 0.940 ==:■it1i1 MI•u11111= ,1i•111
0.880
105.0
1.01.0 •
97.0
N
E
• 93.0
89.0
• 85.0
g 0.087 �1.1•■131111 ■■■.illl ..■■i111
�■■■.►111 ■■■.i111�■■■■1111
Z 0.075 1111.■.■.i111M■■■11111 .■nn
• 0.063 ••■•ii11�.■■.1111�.■■.i111
22 �.■■.il l lIMM1■■■.1111�■■■■1111
■■■.ii11WN1■■■.1111 ■■■.i111
• 0.050 .■.illy..■i1111�■■■.111
0.038 IM• �■
■•ii11� ■■1111 ■■■.1111
■.■.Illl�iBE■!IIII M%■.1111
0.026 ■■11111 ■■■hiI:!I■.■.1111
43 0.320
8 0.274
c
0
'a 0.228
h
c
U 0.182
0.136
0.090 0.100 1.000 10.000
Vertical Stress(TSF)
ASTM D2435-96 Test name Consolidation
Date of Test: 3-15-11
tssin Site Reference: Elbert Ellis AP-New Terminal Sample: UD-3
Jobfile: E:\06111016.JOB Borehole: B-6A
Operator: Checked: Approved:

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rainieatnar6 row wORLD
11
*VIM%Smith and was,hK.
APPENDIX C
SUPPLEMENT FORMS AND CALCULATIONS
ELU S
cr AIRPORT

�l �� Project Name: Albert J.Ellis Airport Master Stormwater Design Prepared by: LMK
Project Number: 203-1169-002 Checked by: JBD
IMPROVING YOUR I5VRLO Task Description: SCS RUNOFF CURVE NUMBER Date: 6/31/2012
Revised by: LMK
Revised Date: 7/12/2012
BASIN NAME/NO.: Cape Fear
PRE-DEVELOPMENT(Existing)
Land Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 55.84 5472.32
Open Space,Good Cond. B 61 398.28 24295.08
SUm5rea•CN= 29767.40
Total Area= 454.12
Composite CN Value= 65.5
POST-DEVELOPMENT(Proposed)
Land Hydrologic SCS Curve Area Covered I AREA*CN
Use Type Soil Group Number Value by CN Value
imrtprviniis N/A AR S2_1R 6093.64
!Open Space,Good Cond.I B 61 391.83 123901.63
Sumarea•cN= 29995.27
Total Area= 454.01
Composite CN Value= 66.1
POST-DEVELOPMENT(Future)
Land Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 91.65 8981.70
Open Space,Good Cond. B 61 362.36 22103.96
SumA,ea.CN= 31085.66
Total Area= 454.01
Composite CN Value= 68.5
roddrsh_pw/pw_user\dms38250\CN Calcs_No Land Acqulsitlon.xlsx-Cape Fear 7/12/2012

I
Project Name: Albert J.Ellis Airport Master Stormwater Design Prepared by: LMK
—� Project Number: 203-1169-002 Checked by: JBD
IMPROVING YOUR WORLD Task Description: SCS RUNOFF CURVE NUMBER Date: 5/31/2012
Revised by: LMK
Revised Date: 7/12/2012
BASIN NAME/NO.: White Oak
PRE-DEVELOPMENT(Existing)
Land Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 31.79 3115.42
Open Space,Good Cond. B 61 190.98 11649.78
SumArea•cN= 14765.20
Total Area= 222.77
Composite CN Value= 66.3
POST-DEVELOPMENT(Proposed)
Land Hydrologic SCS Curve Area Covered
Use Type Soil Group Number Value by CN Value AREA*CN
Impervious NIA 98 30.99 3037.02
'Open Space,Good Cond. B 61 191.88 111704.68
SumArea.CN= 14741.70
Total Area= 222.87
Composite CN Value= 66.1
POST-DEVELOPMENT(Future)
Land Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 37.76 3700.48
Open Space,Good Cond. B 61 185.11 11291.71
SumAre5.CN= 14992.19
Total Area= 222.87
Composite CN Value= 67.3
voddrsh_pw1pw_userldms382501CN Calcs_No Land Acquisition.xlsx-White Oak 7/12/2012

Project Name: Albert J.Ellis Airport Master Stormwater Design Prepared by: LMK
Project Number: 203-1169-002 Checked by: JBD
Task Description: SCS RUNOFF CURVE NUMBER Date: 5/31/2012
Revised by: LMK
Revised Date: 7/12/2012�
BASIN NAME/NO.: Airport
PRE-DEVELOPMENT(Existing)
Land I Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 87.62 8586.76
Open Space,Good Cond. B 61 589.26 35944.86
Sumarea•cN= 44531.62
Total Area= 676.88
Composite CN Value= 65.8
POST-DEVELOPMENT(Proposed)
Land Hydrologic SCS Curve Area Covered
Use Type Soil Group Number Value by CN Value AREA*CN
Impervious N/A Q8 93.17 9130.66
Open Space,Good Cond.' B 61 I 583.71 135606.31
SumArea-cN= 44736.97
Total Area= 676.88
Composite CN Value= 66.1
POST-DEVELOPMENT(Future)
Land Hydrologic SCS Curve Area Covered AREA*CN
Use Type Soil Group Number Value by CN Value
Impervious N/A 98 129.40 12681.20
Open Space,Good Cond. B 61 547.48 33396.28
SumAre cN= 46077.48
Total Area= 676.88
Composite CN Value= 68.1
vork\rsh pw\pw_user\dms38250\CN Calcs_No Land Acquisition.xlsx-Airport 7/12/2012

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IINPROVI r
NG YOUR WORLD
APPENDIX D
OPERATION AND MAINTENANCE PLAN
ELLIS
rr
OAJ AIRPORT

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IMPROVING YOUR WORLD
Ragnolda,Smith and Mille.Int.
APPENDIX E
MEETING MINUTES FROM J U N E 11 , 2012
r, ELLIS ow rvv
OA-I AIRPORT

fisH
IMPROVING YOUR WORLD
MEETING NOTES Reynolds,Smith end Hills,Inc.
Copies To: Participants, File Date: June 13, 2012
Project: Albert J. Ellis Airport Stormwater Permit NE No.: 203-1169-002
Meeting Place: NCDENR—Wilmington, NC Office 1:30 p.m. Meeting Date: June 11,2012
Participants:
Christopher White, OAJ Airport Director
Linda Lewis, NCDENR
Janet Russell, NCDENR
Mike Randall, NCDENR
Tom Slater, RS&H
Justin Dewey, RS&H
Michael Blackmore, RS&H
Subject: Albert J. Ellis Airport Stormwater Permit—2nd Meeting
The following represent a general summary of the topics discussed and subsequent action items.
Please review and advise the writer of any changes within 5 days of receipt.
Introduction
1) The meeting opened with introductions from all present; Mr. Slater then gave a brief overview of
the Albert J. Ellis Airport Redevelopment Program and history of the comprehensive stormwater
activities undertaken by RS&H since the 1st meeting with NCDENR.
2) Mr. Dewey presented a review of the existing stormwater conditions, conveyances and control
devices for both the airfield and landside areas. Mr. Dewey then presented a general discussion
which compared the existing stormwater conditions to those currently proposed for the 2012-
2016 OAJ development program. These stormwater improvements included use of sheet flow
runoff coupled with a series of infiltration swales to disconnect surface areas that will increase the
time of concentration and reduce the total site discharge.
3) NCDENR requested RS&H to prepare a conceptual plan showing the eventual reconfiguration of
the OAJ public parking area that is bounded by the terminal loop roadway. Currently some of the
surface runoff from the existing parking lots is collected in storm inlets that are piped to the
enclosed stormwater system. RS&H stated its goal to limit and/or reduce this direct conveyance
to the stomiwater system.
4) Another discussion item was the roof drain collection system. Both Mr. Slater and Mr. Dewey
explained the National Fire Code requirement for the terminal roof drains to be discharged to an
area or system that is not susceptible to vapor transmission caused by an accidental fuel spill.
Mr. Blackmore noted he had looked at four different locations to connect the terminal roof drains
to the landside stormwater conveyance system, but owing to the length and slope required,
discharge to the landside stormwater system was not viable. Mrs. Lewis inquired whether a
cistern between the building and the piped conveyance was a viable solution. RS&H will explore
the potential for capturing untreated stormwater runoff as a source for the planned irrigation
system.
5) Mr. Randall asked a series of questions related to the identified remote "blue line stream";
surface runoff from the proposed aircraft parking apron and stormwater collection area smith of
the parking apron. RS&H noted that the referenced "blue line stream" was discovered and
designated by the Corps of Engineers during the validation of a recent wetland survey. None of
the identified stream is currently located on airport property. RS&H also noted that the entire
planned aircraft parking apron stormwater runoff will sheet flow into the infiltration and collection
basin south of the terminal building. This basin area requires an outfall control structure that can
1

RS
IMPROVING YOUR WORLD
MEETING NOTES Reynolds,Smith and Hills,Inc.
be closed to isolate an inadvertent fuel spill. This basin provides more that the required
infiltration capacity for the apron runoff as well as storage for any potential spill.
6) RS&H pledged to submit the requested additional information along with the application for the
Phase I program that includes construction of the terminal building, adjoining aircraft parking
apron and taxiways and landside loop roadways. Mrs. Lewis expressed concern about
entertaining an express permit for the stormwater master plan and Phase I permit siting the
comprehensive nature of the permit request coupled with the newness of the yet-to-be-officially
adopted BMP's specific to NC airports. Mr. Randall noted that the General Assembly is slated to
review and adopt the new stormwater rules during the upcoming legislative session; however,
mentioned that NCDENR was committed to writing a low density permit providing the Airport
meets the spirit of the new and remaining regulations. Mr. Slater noted that the timetable for
beginning construction of the terminal (July 2012) and the grant funding already provided by the
FAA—requires that airport and Onslow County to move ahead with the permitting within the next
couple of months. Delay in receiving the permit will add further complications with Onslow
County's construction management firm and jeopardize the pricing of the terminal program. Mr.
Randall acknowledged the importance of receiving the permit and offered assistance to the
Wilmington staff in writing the permit.
7) Given that the review and approval of the stormwater master plan might not be received until
September [based on the timely receipt of the application from RS&H], Mr. Slater asked if
NCDENR would entertain a modification to an existing permit to allow the County to initiate two
initial contracts for the replacement T-Hangar facility and the new terminal building. Mrs. Lewis
and Mr. Randall were amenable to the permit modification provided that the capacity of the
existing stormwater controls(detention and sand filters)was sized to accommodate the permitted
area and that the adjacent stormwater conveyances were initially routed to these stormwater
controls. Mr. Slater agreed that this interim solution was the direction in which the airport should
proceed. Mrs. Lewis then outlined the necessary documentation to modify the existing permit to
Mr. Dewey and Mr. Blackmore and set a tentative date/time of June 21, 2012 at 3:00 pm to
review the express permit modification application.
Action Items
1) The RS&H Team is to develop a conceptual plan for the public parking lot redevelopment
illustrating the envisioned application of stormwater BMP's consistent what is being adopted
elsewhere in the terminal area.
2) RS&H shall add a notation to the stormwater master plan stating that the proposed land
acquisition acreage shown on the master plan is not included in the low density permit.
3) RS&H shall analyze other BMP options for the terminal roof drains that meet the requirements of
the NFPA Code and FAA criteria.
4) RS&H will initiate an Express Permit for the modification of the high density permit that LPA filed
for the 2 sandfilters in order to get a permit to receive local building permits and initiate contract
awards for the first to enabling projects. The Express Permit will be presented on 6/21/2012 at
3:00 pm at the Wilmington NC NCDENR Office by Mr. Blackmore. Mr. White will need to provide
a$2,000 application fee and sign and notarize the application.
Meeting adjourned at 15:30
Reynolds, Smith and Hills, Inc.
8601 Six Forks Road.,Suite 260
Raleigh,North Carolina 27615
PH 919.846.6701 Fax [phone]
By:Tom Slater, PE, RS&H
Aviation Manager—Mid-Atlantic
2

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IMPROVING YOUR WORLD
Raynolda,Smith and HIS.,Ina
APPENDIX F
TERMINAL ROOF PLANS
ELLIS
g. AIRPORT

PLUMBING GENERAL NOTES: PLUMBING FIXTURE AND EQUIPMENT SCHEDULE PLUMBING LEGEND Mgt
1. DE DNLHCOR SINE FED VERIFY ALL EWE MD PROPOSED WLOODE Nxt UTIJOE3,PPE DES.LOWED.INTERNS,ETC,BEFORE 811.SEWN MEN R WIER l9 NAMOIS NO=LUCE NNW 95 KDEER K-43116,0 Dom,M EgD WILL MONIED SPOT AD WEER CLOSET NH CON:DIED UP ROR SRO:
ADAMIND 15 TO ADM MICR TO ACTUAL FED COMM AT NO MOI1IRx.COST 10 THE OVER OE LER 11-/670t SCAN 16090 04N FINK SEAL'LEH SEEF SUDOON SEEM STEEL OEM HOD SLOW EMDEN =MEI IMPROVING YOUR WORLD
1111-3 1x RIBA ME VW Tr BACK SPIN COURIN4 TOO VOL BEMS,SOD 1040 N{SUPPORT II COW NO
2. THE O NEICIOR WEL GEORYO7!THE P1EW10 SE1EIWB INSMDATNE6 Ell NOUN OF STNETUID INAD,ELECTRICAL.CSEADD FOOD SOWN EpIPYENE AND RELIED TRY.EC,10 PRECLUDE NEEN7DFNCE77P
1 RTRSEET R LAIR ELQSRRD OONSIRRTON,OPALS,cams.FLOORS.ROOFS,ETC,A70 DAFOv MOWED m YATR E7NTNG EEITRIROEIG OONSIRIICINtI ALO FLNt9E5.WEDS o9ERr�POOLED. EON TRW PRIER EPEE
FOR TEO p1 1154 1 010(WERE RENEW llS 11 04 ).P21-ARON SPAT PRIER NN S WOE ORVi10 PND(RAM MASS)
ELAN TOP OLY ACHE NOOONT palm OF OE N T RENEW NH RODS TN PRONE MH/YIN
vERnrx/IIOIODIOL WISE WIRER OM NENcC.ENE SO DDT 10P OF ME B 15'K.COLD Y WASTE CRIME RAPID(MJN-10YW MPSO:J RS&H
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