SW8050547_Historical File_20170822

ROY COOPER
Governor
:.a
MICHAEL S. REGAN
Secretary
Energy, Min .era I & TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY
August 22, 2017
Julie Wilsey, Director
New Hanover County Airport Authority
1740 Airport Boulevard
Wilmington, NC 28405
Subject: Approved Plan Revision
Wilmington International Airport
Adding next phase of CONRAC for Avis
Stormwater Permit No. SW8 050547
New Hanover County
Dear Ms. Wilsey:
On June 22, 2017, the Wilmington Regional Office received a complete plan revision for Stormwater
Management Permit Number SW8 050547. The revisions include the following specific changes:
1. The addition of 75,596 square feet of built -upon area for the second phase of the Consolidated
Rental Car Facility for Avis located off Hall Drive near Blue Clay Road. Runoff from this built -
upon area is permitted to be treated in the previously permitted Extended Dry Detention Basin
(EDDB). The pre-treatment will occur in the previously approved Grassed Swale Pretreatment
Area 42.
2. Runoff from the CONRAC facility will be conveyed to the permitted pre-treatment device and
EDDB by an existing 72" pipe.
3. After this project, a total of 2,789,354 square feet remains available for future development
within the Phase I & II EDDB drainage area.
Pre-treatment for the project will be provided in one of the grassed Swale pre-treatment areas added to the
permit on November 29, 2012. It has been determined that a formal permit modification is not required
for the proposed changes. We are forwarding you an approved copy of the revised plans for your files.
Please add the attached plans to the previously approved plan set.
Please be aware that all terms and conditions of the modified permit issued on November 29, 2012,
remain in full force and effect. Please also understand that the approval of this revision to the
approved plans for the subject State Stormwater Permit is done on a case -by -case basis. Any other
changes to this project must be approved through this Office prior to construction. The issuance of
this plan revision does not preclude the permittee from complying with all other applicable statutes,
rules, regulations or ordinances which may have jurisdiction over the proposed activity, and obtaining
a permit or approval prior to construction.
If you have any questions concerning this matter, please do not hesitate to call me at [phone].
Sincerely,
���/��
Linda Lewis, E.I.
Environmental Engineer
10 GDS\arl: G:\\\Stormwater\Permits & Projects\2005\050547 HD\2017 08 permit PR 050547
cc: Michael Blackmore, P.E., RS&H (8008 Corporate Center Dr. Ste. 41(TCharlotte 28226-4489)
New Hanover County Building Inspections
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I. Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 25405
910 796 7215

State Stormwater Management Systems
Permit No. SW8 050547
The master permit tables for Phase I and II were added to the permit on September 20, 2010,
as part of the review for the modification to SW8 060515.
Phase III was added on October 26, 2011. Phasing refers to the phases of the extended dry
detention basin, not to the airport BUA.
A modification to the tables was added on November 27, 2012.
Master Permit No. SW8 050547 Phase 1 & 11 Basin
Starting New BUA balance = &520835-4,552;087 = 3;968;748
Mod/Offsite
Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
SW8 050801
8/12/2005
General Aviation Apron
Expansion
151,589
3,817,159
SW8 060326
4/7/2006
Air Wilmington FBO Building
196,725
3,620,434
SW8 060515
5/14/2008
Credit Card Parking Lot
225,722
3,394,712
SW8 050547
10/28/2009
ILM Phase I and Phase II
for gravel roads
15,843
3,378,869
SW8 050547
11/27/2012
Delineate a new overall
DA, increase the max BUA
allowed.
0
3,378,869
SW8 050547
2/8/2013
Consolidated Rental Car
Facility Phase 1
(CONRAC)
205,202
3,173,667
SW8 050547
8/4/2015
North General Aviation
Apron Rehab & Expansion
32,453
3,141,214
SW8 050547
9/9/2015
ILM Flex Space (Lot 9
Business Park) and
Business Park access
road.
129,082
3,012,132
SW8 150723
9/15/2015
Air Wilmington Hangar 4
24,190
2,987,942
SW8 050547
6/29/2016
GA Hanger Taxiline and
Corporate Hanger
Complex
122,992
2,864,950
SW8 050547
8/22/2017
Phase 2 of CONRAC —
Avis Car Rental Facility
75,596
2,789,354
Master Permit No. SW8 050547 Overall Basin
Offsite Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
Page 2 of 2

DEMLF USE ONLY
Date Freceived
Fee Paid ex ress only,
Permit Number
®�.<Aa
eYe25c-2
State of North Carolina L�
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT PLAN REVISION APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Stormwater Management Permit Number: SW8 050547
2. Project Name: Wilmington International Airport Avis Rental Car Service Center
3. Permit Holders name (specify the name of the corporation, individual, etc.):
New Hanover County
4. Print Owner/Signing Official's name and title (person legally responsible for permit):
Julie Wilsey, Wilmington International Airport Director
5. Mailing Address for person listed in item 2 above:
1740 Airport Boulevard
City:Wilrnington State:NC Zip:28405
Phone: (910 ) 341-4333 Fax:
EmaiLTWilsey2flyILM.com
II. PLAN REVISION INFORMATION
1. Summarize the plan revision proposed (attach additional pages if needed):
The proposed project is a consolidated rental car facility building, parking lot and access driveway.
The project is adding 75,596 ft2 (1.74 acres) of BUA of the overall permitted BUA at the airport
III. SUBMITTAL REQUIREMENTS
Only complete application packages will be acc+ed and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. The complete
application package should be submitted to the DEMLR Office that issued the permit.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original & I copy of the Plan Revision Application Form
• Two (2) copies of revised plans (must be revisions of original approved plan sheet(s))
If applying for Express review (only available in 20 coastal counties):
• Application fee of $500.00 (made payable to NCDENR)
VI. APPLICAN'T'S CERTIFICATION
I, ("print or type name of person listed in General Information, item 3) ✓ul ie N'i lseY
certify that I ve authorized these plan revisions and that the information included on this plan revision
application ' , t th best o y w edge, correct and complete. p ((��
Signature: _ Date: l 0 ( -7
Plan Revision orm IMECEI Rev. Oct. 31, 2013
JUN2220V

Casmer, Jo
From: Casmer, Jo
Sent: Friday, July 07, 2017 9:55 AM
To: '[e-mail]'; '[e-mail]'
Subject: Wilmington International Airport; Stormwater Permit SW8 050547
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
accepted the Stormwater Permit Application and $505.00 fee on July 7, 2017. The project has been assigned to
Linda Lewis and you will be notified if additional information is needed. Please be advised that no construction
activities may commence until the Stormwater Permit is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
a o.casmer(a7ncden r. cLov
127 Cardinal Drive Extension
Wilmington, NC 28405
c
� ""'" othing Compares.,.--,,,._
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Completeness Review Checklist
Project Fume: 01,
' Received Date:AZZ 2 ,(
Project Location: A �� �-- Accepted Date: /' I 1
Rules) �2008 Coastal 1995 Coastal Phase II (WiRO.) ®Universal 1988 C astaI
Type of Permit: New or Mod Nor PR Existing Permit # (Mod or PR): bs'$S�� E]PE Cert on File?
Density: HD or LD Type: Commercial or Residential ®NCG:
%: I! �(% OK?) I Stream Class:
Map
Offsite to SW8
Subdivided?: Subdivision or Single Lot F—JORW Map I r7Exempt
Paperwork Emailed Engineer on:
L_JSupplement(s) (1 original per BMP) BMP Type(s):
DEO&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
2A-pplication with correct/original signatures Deed
M'1 Corp or LLC: Sig. Auth. per SoS or letter Email Address: Design Engineer
5 (within 6mo)
F ,```� �1 rlJl Email Address: Owner
Soils Report with SHWT�J ,� ote to Reviewer:
j Calculations (signed/sealed)
c3
Lj No obvious errors
Density includes common areas, etc
0
r�lDeed Restrictions, if subdivided:
ed & Notarized
r Dec. Covenants &
Plans
L.�12 Sets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
�i Grading �Wetiands: Delineated or No Wetlands
"Vicinity Map ®Layout (proposed BUA dimensions)
11 Legend �DA Maps ®Project Boundaries
Infiltration
Soils Report
SHWT:
Bottom:
Additional Information:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
Wet Pond
®Soils Report
SHWT:
PP:
Offsite
MPE Cert for Master
®Deed Rest for Master
BUA Permitted (Master):
BUA Proposed (Offsite):
Lot #:
®Lot # Matches Master
sf
sf
Permitted Proposed: Proposed: Proposed:

Scott, Georgette
From: Blackmore, Michael <[e-mail]>
Sent: Wednesday, June 14, 2017 4:32 PM
To: Lewis,Linda
Cc: Scott, Georgette
Subject: RE: Avis SW application
Attachments: SSW -Plan Rev-App-DEMLR-SPU-Oct 2013.pdf
Good Afternoon Linda,
I hope this email finds you well.
I am finally making some progress on this request. I am attaching the application, without Julie's signature;
however, I have sent it to her signature and a check request for $505.00.
The good news I guess is the project has been postponed and the anticipated construction start date is now
12/4/2017 due to the return of high bids.
I hope the get the requested information to you this week, next week at the latest.
Thanks for the understanding.
Mike
Michael Blacki-riaro, P22
[e-mail]
Stay up-to-date with our latest news and insights
RS&H
From: Lewis,Linda [mailto:[e-mail]]
Sent: Tuesday, June 13, 2017 1:28 PM
To: Blackmore, Michael <[e-mail]>
Cc: Scott, Georgette <[e-mail]>
Subject: FW: Avis SW application
Mr. Blackmore:
To date the Division has not received the necessary information to process this application.

This incomplete application will be returned on June 20, 2017 unless you submit the information that
was previously requested.
Thanks,
Linda
From: Blackmore, Michael fmailto:Michael. [e-mail]
Sent: Friday, May 12, 2017 3:31 PM
To: Lewis,Linda <[e-mail]>
Cc: Scott, Georgette <[e-mail]>
Subject: RE: Avis SW application
Good Afternoon Mrs. Lewis,
I hope this email finds you well.
The new way of revising the permits is definitely different.
I will complete the plan revision application form and get that to you. I have also put in the request for the
Check in the amount of $505.00.
Just as a side bar, the stormwater detention facility was sized and has been previously approved for this
additional site. With the modification to permit, I am revising the new impervious amount to draining to the
facility. Exactly the same way we have been handling Albert J. Ellis Airport in Jacksonville, NC.
I will get the requested items to you as quickly as possible.
I look forward to working with you on this project.
Have a great weekend.
Thanks,
Mike
Nflc:haei Biackrinore, PE
Charfol.te Aviation Engineer
1.520 SoLit h 6l.a c( Suite 00, Charlotte, r
[e-mail]
rsandh.com Facebook � Twitter. Linkedln ; Bloa
Stay tip -to -date tvitb our latest nelms and insighI
RS&H

From: Lewis,Linda[mailto:[e-mail]
Sent: Tuesday, May 2, 2017 8:54 AM
To: Blackmore, Michael <Michael,Blackmore rsandh.com>
Cc: Scott, Georgette <[e-mail]>
Subject: Avis SW application
Michael:
We received a stormwater permit application for the subject project at the Wilmington Airport.
The package appears to be missing the completed and signed Plan Revision application form. Please
note that as of January 1, 2017, certain plan revisions and minor modifications also require a $505.00
review fee. Since the Division will be reviewing the design of the pre-treatment device for the runoff
from the car rental facility, the fee is required.
The application is incomplete until the required application and fee are submitted. If you have any
questions, please advise.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(ZD_ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
-- Nothing Compares,,
E'mair correspondence i , .'.:idfrom this address is subject to the
North Caropiria F't hjr: R; d`; Law and may be disclosed to fi7±rCI pa, 1'63.

Completeness Review Checklist
Project Name:
Received Date:
Project Location: Accepted Date:
Rule(s) �2008 Coastal
� 11995 Coastal
�Pha_e it (WiRO �_�UrIversa!
El1988 Coastal
Type of Permit: New or
Mod or PR
Existing Permit # (Mod or PR): 1),,�5c-/'7
[7PE
Cert on File?
'Density: HD or LD
%: __❑(% OK?)
SubdhAded?: Subdivision
Type: Commercial
Strearn Ckass:
or Singie Lot
or Residentia!
EDSA Map ;
MORW Map
FINCG:
FlOffsite
MExempt
to SW8
Paperwork Emailed Engineer on:
®Supplement(s) (1 original per BIAP) B M P Type(s):
®O&M with correct/original signatures (1 original Per BMP excepr LSIVFS and swales)
®Application with correct/original signatures Deed
Corp or LLC: Sig. Auth. per SoS or letter Email Address: Design Engineer
M$505 (within 6mo) MErnail Address: Owner
❑Soils Report with SHWT Note to Reviewer
Calculations (signed/sealed)
�No obvious errors
Density includes common areas, etc
Deed Restrictions, if subdivided:
11 Signed & Notarized
nCorrect Temolate (Comm/Re,,& HD/'_DI or Dec. Covenants & Rest.
Plans
Q Sets
®Grading
Vicinity Map
Legend
Infiltration
Soils Report
SHWT:
Bottom:
isited:
Additional Information:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Wetlands: Delineated or _ No Wetlands
Layout (proposed BUA dimensions)
E3DA Maps El Project Boundaries
Wet Pond
Soils Report
SHWT:
PP:
Offsite
MPE Cert for Master
Deed Rest for master
BUA Permitted (Master):
BUA Proposed (Offsite):
Lot #:
riLot # Matches Master
sf
sf

RS&H
1520 South Boulevard
Suite 200
Charlotte, North Carolina 28203
TRANSMITTAL LETTER:
O 704-940-4782
nandh.com
Date: April 13, 2017
To: Christine Hall
North Carolina Department of Environmental Quality r�
127 Cardinal Drive Ext. C ,1�
Wilmington, NC 28405 APR
From: Michael Blackmore, PE BY
Sender's Phone: [phone] '--�
Project Name: Avis Consolidated Rental Car Facility
Project Number: 203-2575-001
We Transmit: For Your:
❑ Herewith ❑ Via Fax ❑ Under Separate Cover Via:
❑ Under Separate Cover Via: ® Review and Comment
❑ In Accordance with Your Request ❑ Use
❑ Regular Mail ❑ Overnight Mail ® Courier ❑ Signature
The Following:
Copies Date Description
1 4/18/2017 Full Size Plan Set (22x34)
3 4/18/2017 Half Size Plan Set (11x17)
2 4/18/2017 Revised Stormwater Permit Application
Remarks:
Copies To: RS&H Office
By. Ao,—
Michael Blackmore, PE

New Hanover
County Airport Authority; .'J
I LM pfF �tit?l
t
WILMINGTON INTERNATIONAL AIRPORT
AVIS RENTAL CAR SERVICE CENTER
Stormwater Management Permit
New Hanover County
Wilmington, North Carolina
RS&H No. 203-2575-001
April 2017
RS&H
RS&H Architects -Engineers -Planners, Inc.
8008 Corporate Center Drive Suite 410
CharioUe, NC 28226-4489
704-940-4782
www.rsandh.com
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Wilmington International Airport RS&H
' Avis Rental Car Service Center
Stormwater Management Permit
TABLE OF CONTENTS
GENERALINFORMATION ............................................................................................................. 1
ProjectDescription....................................................................................................................... 1
Site Description and Adjacent Property....................................................................................... 2
PermittingRequirements............................................................................................................. 2
EXISTING CONDITIONS
Groundwater................................................................................................................................ 3
Basin Delineation and Drainage Patterns.................................................................................... 3
NRCSSoils.................................................................................................................................. 3
PROPOSEDCONDITIONS ............................................................................................................. 5
Basin Delineation and Drainage Patterns.................................................................................... 6
NRCSSoils.................................................................................................................................. 7
Treatment and Attenuation Requirement Summary .................................................................... 7
Proposed Conditions Discharge.................................................................................................. 7
EnvironmentalImpacts................................................................................................................ 7
Operationand Maintenance......................................................................................................... 8
CONCLUSION................................................................................................................................. 8
LIST OF FIGURES
Figure 1 — Project Location Map....................................................................... .................... 1
Figure2 — NRCS Soils Map............................................................................................................ II
Figure3 — USGS Quad Map.......................................................................................................... III
LIST OF APPENDICES
AppendixA — Permit Exhibits...........................................................................................................
Appendix B — NCDEQ Operation and Maintenance Agreements .................................................. IV
Appendix C — New Hanover County Stormwater Operation and Maintenance Plan/Schedule &
Agreement....................................................................................................................................... V
Appendix D — SUPPORTING CALCULATIONS ............................................... :............................ VI
Appendix E — GEOTECHNICAL REPORT.................................................................................... VII
New Hanover
County Airport Authority

Wilmington International Airport RS&H
Avis Rental Car Service Center
Stormwater Management Permit
GENERAL INFORMATION
Project Description
Wilmington International Airport is located in New Hanover County, North Carolina, approximately
three (3) miles northeast of the City of Wilmington, North Carolina, at the intersection of North
22"d Street and Airport Blvd. See Figure 1— Project Location Map.
Figure 1 — Project Location Map
$#6dEC'r LOCATION
K.
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'
•WILMINGTON
*_. INTERNATIONAL AIRPORT
M44N TERMINAL
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The New Hanover County Airport Authority, owner and operator of Wilmington International (ILM)
has retained RS&H Architects -Engineers -Planners, Inc. (RS&H) to provide engineering and
architectural design services for the construction of a new offsite consolidated rental car storage
and turnover facility (CONRAC). The project is located on the northwest side of the airport
property at the corner of Blue Clay Road and Hall Drive. Construction is estimated to begin in
May 201"1. Refer to Figure 1, above for the Project Location Map and Figure 3 in Appendix A
for the USGS Quad Map.
New Hanover
County Airport Authority
1

Wilmington International Airport RS&H
!
Avis Rental Car Service Center
Stormwater Management Permit
Site Description and Adjacent Property
The existing site of the proposed Avis Rental Car Service Center is bound by the existing
Consolidated Rental Car Facility (CONRAC) and Hall Drive to the south. The north and east sides
of the site are bound by wooded lots that are currently owned by the Airport Authority. The lots
are being reserved for future expansion of the currently proposed facility along with other
industrial development. A portion of the offsite wooded lots to the north and east drain through the
proposed site via drainage ditches that will be re -aligned as part of this project and ultimately will
be conveyed and treated in the permitted facility authorized by permit number SW8-050547.
Drainage from these two areas will be maintained throughout the duration of the project. The site
is a wooded field of generally level grade with minimal slopes gently sloping from the northern
side of the site to the southern side toward the Hall Drive roadside conveyances. The disturbed
area of the project will be 3.9 acres and will include the building footprints access road, storage
parking lot, and grass drainage channels. Currently, there are no physical signs of severe erosion
under present use conditions.
Permitting Requirements
The proposed project will require the following environmental permits associated with stormwater
management and erosion and sedimentation control. The purpose of this application is to obtain n
permit for the development and associated stormwater conveyances within the project area of the
Avis Rental Car Facility. A separate project designed by Talbert & Bright, Inc. proposes a
conveyance system that will connect the existing CONRAC facility and the Proposed Avis Rental
Car Facility system to an existing 72-inch pipe. The 72-inch pipe will convey water to the
proposed pre-treatment facility permitted by Paramounte Engineering under permit number SW8-
050547Mod. This proposed conveyance system project, designed by Talbert & Bright, Inc., will be
permitted separately.
Stormwater Permit, Authorization -to -Construct (ATC): This permit is required by New
Hanover County Engineering Department prior to any land disturbing activity in
unincorporated areas of the County.
■ State Stormwater Management Permit: This permit is required by North Carolina
Department of Environmental Quality (NCDEQ). The proposed project is within the area
permitted for future development in stormwater permit SW8-050547 High Density Dry
Detention Basin Project for Wilmington International Airport. This application intends to
be a plan revision for SW8-050547.
■ Sedimentation/Erosion Control Plan: This permit, also applied for concurrently with the
Stormwater permit, is required by North Carolina Department of Environmental Quality
(NCDEQ) for projects that disturb more than 1 acre. Refer to sheets C100-C112 in the
enclosed plan set for erosion and sediment control plans, notes, and details.
New Hanover
County Airport Authority
2

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
RS&H
■ NPDES Stormwater General Permit for Construction Activities: 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 NCDEQ.
EXISTING CONDITIONS
The entire project site is located within one drainage basin.
The existing site is located within the Smith Creek Watershed located in the Cape Fear Basin.
Smith Creek is classified as Class C Swamp waters (C;Sw). Class C is a primary freshwater
classification described by NCDEQ 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
NCDEQ as "waters which have low velocities and other natural characteristics which are different
from adjacent streams".
Groundwater
Geotechnical reports for the project show groundwater measurements between four (4) and five
and one half (5'/) feet below existing ground.
Basin Delineation and Drainage Patterns
The existing area proposed for the Avis Rental Car Facility is approximately 3.9 acres and is
currently served by a series of open conveyance ditches to an open swale for discharge into the
Smith Creek Watershed. These ditches will be re -aligned and directed into a new conveyance
pipe which will be treated in the Airport's on -site stormwater management facility. A small portion
of the drainage ditch along Hall drive will be re -graded to connect existing grade lines on either
side of the proposed site so that existing drainage patterns from offsite are maintained at the
completion of the project.
NRCS Soils
The U.S. Department of Agriculture, Natural Resources Conservation Service (NRCS) maps for
New Hanover County, North Carolina (Refer to Figure 2 in Appendix A for the Soils Map)
indicate the following mapping units underlie the development area: Leon sand (Le) and
Lynchburg fine sandy loam (Ls). Leon sand consists of about 80% poorly drained Leon soils.
Slopes are 0 to 2 percent, and the shrink -swell potential is low. Lynchburg fine sandy loam
consists of about 85% drained Lynchburg soils and 5% undrained Lynchburg soils. Minor
components make up the rest of the soil composition. The natural drainage class of both types of
New Hanover -
County Airport Authority
K

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
RS&H
Lynchburg soils is somewhat poorly drained. Slopes range from 0 to 2 percent and the shrink -
swell potential is low.
Permit Information
The master permit tables for Phase I and II were added to the permit on September 20, 2010, as
part of the review for the modification to SW8 060515.
Phase III was added on October 26, 2011.
A modification to the tables was added on November 27, 2012.
A modification to the tables was added by RS&H Inc. on April 14, 2017.
Phasing refers to the extended dry detention basin, not to the airport BUA.
Master Permit No. SW8 050547 Phase I & II Basin
Starting New BUA balance = 8,520,835-4,552,087 = 3,968,748
Mod/Offsite
Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
SW8 050801
8/12/2005
General Aviation Apron
Expansion
151,589
3,817,159
SW8 060326
4/7/2006
Air Wilmington FBO Building
196,725
3,620,434
SW8 060515
5/14/2008
Credit Card Parking Lot
225,722
3,394,712
SW8 050547
10/28/2009
ILM Phase I and Phase II (for
15,843
3,378,869
gravel roads)
SW8 050547
11/27/2012
Delineate a new overall DA,
0
3,378,869
increase the max BUA allowed.
SW8 050547
2/8/2013
Consolidated Rental Car
205,202
3,173,667
Facility (CONRAC)
SW8 050547
8/4/2015
North General Aviation Apron
32,453
3,141,214
Rehab & Expansion
ILM Flex Space (Lot 9 Business
SW8 050547
9/9/2015
Park) and Business Parts
129,082
3,012,132
access road.
SW8 150723
9/15/2015
Air Wilmington Hangar 4
24,190
2,987,942
SW8 050547
6/29/2016
i
GA Hanger Taxiline and
Corporate Hanger Complex
122,992
2,864,950*
" Mathematical error revised for permit submittal.
A,- New Hanover
County Airport Authority
4

Wilmington International Airport RS&H1
Avis Rental Car Service Center
Stormwater Management Permit
PROPOSED CONDITIONS
The Avis Rental Car Facility project includes the construction of one administrativelmaintenance
building with an overall total square footage of 1,200 sq.-ft and a vehicle storage lot with a total
area of approximately 1.61 acres to accommodate the storage of 174 vehicles with
considerations for a future expansion of the lot to accommodate an additional 126 vehicles.
This permit plan revision will include BUA for the ultimate buildout but will construct only the first
phase. The first phase will construct 205,202 sq-ft of impervious area and will later be expanded
to a total of 341,213 sq-ft of impervious area.
Existing BUA from Phase 1 was 205,202 sq-ft in the first phase of CONRAC construction and will
be expanded to a total of 341,213 sq-ft in the full buildout. The second phase has a proposed
BUA of 75,596 sq-ft, which. now totals 280,798 sq-ft from the total build -out of 341,213 sq-ft.
New Hanover
County Airport Authority
5

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
Permit Information
A modification to the tables was added by RS&H Inc. on April 14, 2017.
Phasing refers to the extended dry detention basin, not to the airport BUA.
RSM
Master Permit No. SW8 050547 Phase I & II Basin
Starting New BUA balance = 8,520,835-4,552,087 = 3,968,748
Mod/Offsite
Permit No.
Date Issued
Offsite Project Name
Proposed
BUA
Remaining
BUA
SW8 050801
8/12/2005
General Aviation Apron
Expansion
151,589
3,817,159
SW8 060326
4/7/2006
Air Wilmington FBO Building
196,725
3,620,434
SW8 060515
5/14/2008
Credit Card Parking Lot
225,722
3,394,712
SW8 050547
10/28/2009
ILM Phase I and Phase II (for
15,843
3,378,869
gravel roads)
SW8 050547
11/27/2012
Delineate a new overall DA,
0
3,378,869
increase the max BUA allowed.
Consolidated Rental Car
205,202
3,173,667
SW8 050547
2/8/2013
Facility (CONRAC)
SW8 050547
8/4/2015
North General Aviation Apron
32,453
3,141,214
Rehab & Expansion
ILM Flex Space (Lot 9 Business
SW8 050547
9/9/2015
Park) and Business Park
129,082
3,012,132
access road.
SW8 150723
9/15/2015
Air Wilmington Hangar 4
24,190
2,987,942
SW8 050547
6/29/2016
GA Hanger Taxiline and
Corporate Hanger Complex
122,992
2,864,950
SW8 050547 i
411412017
Avis Consolidated Rental Car i
76,596
2,789,364
Fac ilq
L
" Mathematical error revised for permit submittal.
Basin Delineation and Drainage Patterns
The proposed design for CONRAC facility combines the existing drainage patterns with the new
impervious areas. The proposed site will be graded to facilitate positive drainage along existing
and proposed open and piped conveyances. The existing ditches will be re -aligned and re-routed
into a pipe conveyance system that will ultimately make its way to the Airport's on -site storm
water management facility. The existing roadside ditch system along Hall Drive will be re -graded
in the area of the proposed site to connect hydraulic gradient lines and maintain existing drainage
New Hanover
County Airport Authority
A

Wilmington International Airport RS&H
I
Avis Rental Car Service Center
Stormwater Management Permit
patterns from the offsite storm water runoff on either side of the project limits. Effectively all of the
new impervious area will be drained to the re -aligned ditches to be treated in the Airport's storm
water management facility, while minimal amounts of new impervious area (<0. i acre) will
contribute to the re -graded roadside ditch. See sheet C121 in the enclosed plan set for the
Proposed Drainage Basin Map.
NRCS Soils
The majority of the proposed soil strata for this site will be composed of the re -graded existing soil
material or soil of like characteristics_ Therefore. proposed soils will be taken as equivalent with
the existing.
Treatment and Attenuation Requirement Summary
All runoff from the site is being routed to the Airport's master stormwater management facility
which includes two grassed swales for pre-treatment and a dry detention basin for attenuation.
These facilities are permitted under DENR stormwater permit SW8-050547. Permit SW8-050547,
recently modified by Paramounte Engineering, permits future development within the airport
business park which will be treated and attenuated by the existing facilities. This application will
be a plan revision to use permitted future Built Upon Area (BUA) allocated in permit SW8-050547.
The proposed project lies within the permitted area known as "Pre -Treatment Area #2" which is
routed to Pre -Treatment Swale #2 before entering the dry detention basin.
Existing BUA from Phase 1 was 205,202 sq-ft in the first phase of CONRAC construction and will
be expanded to a total of 341,213 sq-ft in the full buildout. The second phase has a proposed
BUA of 75,596 sq-ft, which now totals 280,798 sq-ft from the total build -out of 341,213 sq-ft.
Proposed Conditions Discharge
Proposed conveyance systems have been designed for the 25-year storm event, based on
precipitation data from the New Hanover County Stormwater Design Manual. Refer to Appendix
D for supporting calculations. RS&H provided the site post -development discharge rate to Talbert
& Bright, Inc. who designed the downstream conveyance system, as part of a separate project, to
route runoff to the Airport's master stormwater management facilities. All stormwater calculations
assume the future conditions (i.e. ultimate buildout).
Environmental Impacts
Wetlands - No wetlands will be impacted by the project.
Fioodoiains - According to FEMA Flood Insurance Rate Maps (FIRM), the proposed project will
not encroach on any FEMA floodplains.
l.New Hanover
County Airport Authority
7

Wilmington International Airport RS&H
Avis Rental Car Service Center
Stormwater Management Permit
Operation and Maintenance
The dry detention basin and grassed swales of the Airport's master stormwater management
facility will be maintained according to the NCDEQ Operation and Maintenance Agreements
(refer to Appendix 13). The on -site conveyance ditches within the CONRAC facility will be
maintained according to the New Hanover County Stormwater Operation and Maintenance
Plan/Schedule & Agreement (refer to Appendix C).
CONCLUSION
Runoff from the CONRAC site will be conveyed to the Airport's treatment facility by existing onsite
conveyance system that is being modified by Talbert and Bright. Treatment and attenuation for
the project is included in the master treatment facility, recently modified by Paramounte
Engineering. DENR stormwater permit SW8-050547 will be revised to include the proposed
project BUA of 341,213 sq-ft.
New Hanover
County Airport Authority
8

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
APPENDIX A - PERMIT EXHIBITS
RSUf

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
Figure 2 — NRCS Solis Map
I Z;qf.? �d
a 14
.9't ii.0

Wilmington International Airport RS&H
Avis Rental Car Service Center
Stormwater Management Permit
Figure 3 — USGS Quad Map
r'..,0
Zfr-
VG JR PICWY _ '.•^ ..�„ i �'�r`�., ?s��' ,'�-z-'t } r
1rlf mil' -' Na �:, �'�•, --/ .!'`� '.`� {� ,., J t . �>

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
RS&H
APPENDIX B - NCDEQ OPERATION AND MAINTENANCE
AGREEMENTS
Iv

Pennit Number:
(to be provided by D O
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
4rdoes (WN
does not incorporate a vegetated filter at the outlet.
� This system (check one):
to
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
- Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of
approximately six inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the roblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the dry
Areas of bare soil and/or
Regrade the soil if necessary to
extended detention
erosive gullies have formed.
remove the gully, and then plant a
basin
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Pone SW40i-Dry Detention O&M-Rev.3
Page 1 of 4

BMP element:
Potentialproblem:
How I will remediate the roblem:
The embankment
Shrubs or trees have started
Remove shrubs or trees
to grow on the emban:�cment.
immediately.
Grass cover is unhealthy or
eroding.
Restore the health of the grass cover
— consult a professional if necessary.
Signs of seepage on the
Consult a professional.
downstream face.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads4,17-feet in the main pond, the sediment shall be removed.
When the basin depth reads 2.7 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Temporary Pool Elevation 13.30
Sediment Removal E 11.a0 Te porar Pool emporar}
----------------- olume Sediment Removal Elevation-14-RA ?.SIB Volume
Bottom Elevatio 8.25 259'0-------------------------------------- ------ ---urn
Sediment Bottom Elevation 7.00 25% Ve(
Storage Stc
F'OREBAY MAIN POND
Form SW401-Dry Detention O&M-Rev.3
Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name:Wilmington International Airport Stormwater Management - Phase III
BMP drainage area number:1
Print name:Julie Wilsey
Title:Deputy Director
Address:1740 Aimort Boulevard, Wilmington, NC 28405
Signature:
Date: 'I io 560"( j
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, S"oP.A• 5 . P-60--t V , a Notary Public for the State of
/V02V4 C 20 e.t N A , County of v�r s� �c , do hereby certify that
TaLls A • (. ioi Eel personally appeared before me this 511`
day of Occzab_2,. ,Corr , and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal,
/lq rAlgr
off` s. �oG
Co IqOTARY g
pUBI.IC of
rr�unrunnut�Na�
SEAL
My commission expires 061.19 L';ta/(.
Form SW401-Dry Detention O&M-Rev.3
Page 4 of 4

Pemut Number: 5 o 5cz(-
:...:.._..........:::.: (to be provided b DIM
Drainage Area Number: $ OV
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
I will maintain the vegetation in and around the basin at.a height of
approximately six inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I wilI remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the dry
Areas of bare soil and/or
Regrade the soil if necessary to
extended detention
erosive gullies have formed,
remove the gully, and then plant a
basin
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Form SW401-Dry Detention O&M-Rev.3
Page 1 of 4

BMP element:
Potentialproblem:
How I will remediate the roblem:
The inlet device: pipe or
swale
The pipe is clogged (if
applicable).
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable) -
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth
possible. Remove the sediment and
(see diagram below).
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or
Provide additional erosion
riprap is displaced.
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
The main treatment area
Sediment has accumulated
Search for the source of the
and reduced the depth to 75%
sediment and remedy the problem if
of the original design depth
possible. Remove the sediment and
(see diagram below).
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Revegetate disturbed
areas immediately with sod
(preferred) or seed protected with
securely staked erosion mat.
Water is standing more than
Check outlet structure for clogging.
5 days after a storm event.
If it is a design issue, consult an
appropriate rofessional.
Weeds and noxious plants are
Remove the plants by hand or by
growing in the main
wiping them with pesticide (do not
treatment area.
spray).
Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4

BMP element:
The embankment
Potentialproblem: y
Shrubs or trees have started
How I will remediate theProblem:
Remove shrubs or trees
to grow on the embankment.
immediately.
Grass cover is unhealthy or
eroding.
Restore the health of the grass cover
- consult a professional if necessary.
Signs of seepage m the
downstream face.
Consult a professional.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and
consult a professional to remove
beavers.
An annual inspection by an
appropriate professional
Make all needed repairs.
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
out1et. 1
Quality 401 Oversight Unit at 919-
733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads 9.51 feet in the main pond, the sediment shall be removed.
When the basin depth reads 8.97 feet in the forebay, the sediment shall be removed.
(BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
----------------- Volume
Bottom Elevatio 8.25 25%
Sediment
Storage
FOREBAY
Temporary Pool Elevation 12.35
Pool Temporar
Sediment Removal Elevation 10.49---- ----- Volume
Bottom Elevation Elevation 6.13 25°/u
MAIN POND
Form SW401-Dry Detention O&M-Rev.3
Page 3 of 4

r .
PermitNumber:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
p ze.1— 'IC —IV,
Project name:Wilmington International Airport Stormwater Manaizement - Phase II
BILL drainage area number:
Print name:Jon W. Rosborough
Title:Airport Director _-
Address:1740 Airport Boulevard Wilmington NC 28405
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,-JArvDPLA S . P-OC-7-A( a Notary Public for the State of
Holem C at rn[ , County of %V ovE,e , do hereby certify that
Tc)N %.) . -Ro5.6e oaam personally appeared before me this 7t
day of 6txO Lg,. , t2062 and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal, �LJL- 'I, • a
�°3:a9ul�ey
�0TA T ,
`OUS1_IC
SEAL
My commission expires 0 f .120'zaol!
Form SW401-D1 y Detention O&M-Rev.3
Page 4 of 4

PennitNumber:�C�,
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Wilmington International AiMort Stormwater Mann ement - Phase II
BAO drainage area number:1
Print name:Jon W. Rosborouah
Title:Airoort Director
Address:1740 Airport Boulevard Wilmington NC 28405
Note: The Iegally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, . -:5AigD A S • �6 -� t , a Notary Public for the State of
iVoRrH ►eacr04A , County of. // ouE4_ , do hereby certify that
��� �l a56aP. duGH personally appeared before me this 7""`
day of Au��� aO6 and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal, k, X_ n Jr—) t,
y�r,;�:aoaoae��
g�0 Til�y�
'Z)Q8LIC
SEAL
My commission expires_
Form SW401-Dry Detention O&M-Rev.3
Page 4 of 4

Permit Name: -1 t.;7
SW2� (to be provided by DWQ)
•Draia Number:`
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
— After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
The entire length of the
swale
Potentialproblem:
Trash/debris is present.
How I will remediate theproblem:
Remove the trash/debris.
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then re -sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at
the bottom of the Swale
I Remove sediment and dispose in an
area that will not impact streams or
BMPs. Re -sod if necessary.
Vegetation is too short or too
1011 .
Maintain vegetation at a height of
approximately six inches.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
outlet. 1
Quality 401 Oversight Unit at 919-
733-1786.
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2

Permit Number: FLU f 0—':�O 54'—? _ , ,
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Wihrnington International Airport - Pretreatment Swales _
BMP drainage area number:Pre Treatment Swale #1
Print name:Julie Wilsev
Title:De ut Director - New Hanover County Airport Authorit
Address:1740 Aimort Blvd Wilmington NC 28405
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,� /U1 • '-` ��'► , a Notary Public for the State of
14t��' b� _t:. ;�►r�c: , County of bsk N' �c— , do hereby certify that
`` J, e A v2i' s �: " personally appeared before me this t
day of tsC-h �Iyt— , , €� f , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
',Nytl INN11r1ergt/""
4 �p T'I
VA����
SEAL
1bly commission expires
Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2

Permit Name:
W�2(P_ (to be provide p DWQ)
-Brun tge-Atea Number: '!-
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
— After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the roblem:
The entire length of the
swale
Trash/debris is present.
Remove the trash/debris.
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then re -sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at
the bottom of the swale.
Remove sediment and dispose in an
area that will not impact streams or
BMPs. Resod if necessary.
Vegetation is too short or too
long.
Maintain vegetation at a height of
approximately six inches.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
outlet.
Quality 401 Oversight Unit at 919-
733-1786.
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2

Permit Number: -S"'V 10 So S (1- % .,, ..
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Wilmington International Airport - Pretreatment Swales _
BMP drainage area number:Pre Treatment Swale #2
Print namejulie Wilsey
Title:Deputy Director - New Hanover County Airport Authority
Address:1740 Aimort Blvd Wilmington NC 28405
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of kl f do hereby certify that
14, i c— A • personally appeared before me this �..
day of Ct:f' ? a-e'— , LA D- , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
��„N/NNN/flpM
465E M.
O Tq Ly.
=m
Leo
R 00Z
/*MfN11f11Ntri�N
SEAL
My r_.ommission expires IlLf
P,e,& m � f� e,.snn
Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2

Permit Number: SGv ,? G so S¢7
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Wilmington International Airport - Pretreatment Swales
BMP drainage area number:Pre Treatment Swale #2
Print name:Julie Wilsey
Title:Denuty Director - New Hanover County Airport Authority
Address:1740 Airport Blvd Wilmington NC 28405
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, - ` ! � • 1� V"'5 , a Notary Public for the State of
In , County of Altfu,; 4P­)bvC�' , do hereby certify that
A. personally appeared before me this
day of CC+O6e'(" , Ul D- , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
�Iffi
„euenwrrarp�i'
OSE M.
0 T,q,Q9y°..
3,s% 0 " JIR6
SEAL
My commission expires ' �1�
b, M , •J rLrlt/?
Form SW401-Grassed Swale O&M-Rev,3 Page 2 of 2

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
RS&Jf
APPENDIX C - NEW HANOVER COUNTY STORMWATER
OPERATION AND MAINTENANCE PLAN/SCHEDULE &
AGREEMENT
v

New Hanover County Stormwater
Operation and Maintenance Plan/Schedule & Agreement
Detention / Retention / Infiltration / Pipe / Swale Facilities
As a minimum the following maintenance items shall be performed:
2 - 1. Grassing around any detention/retention facility shall be maintained to prevent the erosion
of these areas. The areas shall be periodically, approximately once every _ months,
mowed to maintain the aesthetic quality of the site and to prevent erosion and a reduction in
capacity of the stormwater system. Grass on slopes shall not exceed a height of 15 inches.
2. Open ditches and swales, approximately once every _ months, shall be kept free of
undesirable growth and mowed or maintained to the design cross-section and area as shown
on the Stormwater Management Plan acceptable to the County and on file in the office of
the County Engineer. Growth on the slopes and bottom shall not exceed a height of 8
inches.
V3. Landscaping of the area around the detention/retention facility shall not reduce the capacity
or hinder operation and maintenance of the stormwater system. Landscaping shall be
maintained.
4. Storm drainage pipes and culverts shall be periodically, approximately once every
months, inspected for debris and sand build-up. They shall be cleaned as necessary to
provide for the free conveyance of stormwater as designed.
fhy� 5. The detention/retention facility shall be maintained at the design depth as shown on the
Stormwater Management Plan accepted by the County and on file in the office of the
County Engineer. The detention/retention facility shall be routinely checked, approximately
once every _ months, for and cleared of all accumulation of debris and sediment/sand
build-up. The facility shall be inspected on a regular basis, but at least once every six
months. Debris and sedimentation shall be removed if:
a. The primary outlet capacity is impaired or clogged and/or
b. The depth of the facility is more than one foot above the original facility depth or
the facility volume is reduced by 25% of the design impoundment volume.
6. Pipe installed to provide detention shall be kept free of sediment build-up. The detention
facility shall be maintained in accordance with the Stormwater Management Plan accepted by
the County and on file in the office of the County Engineer. The storm drainage pipes and
structures shall be periodically, approximately once every _ months, inspected for debris
and sediment build-up. The. pipe shall be inspected on a regular basis, but at least once every
six months. Debris and sedimentation shall be removed if:
a. The storage volume is reduced by 2.5% or more, a.nd/or;
b. The sediment and/or debris restricts the free flow of stormwater.
1TI,A/ 7. The pipes and stone installed to provide infiltration shall be kept free of sediment build-up.
The infiltration system shall be maintained in accordance with the Stormwater Management
Plan accepted by the County and on file in the office of the County Engineer. The
infiltration facility shall be routinely, approximately once every months, inspected for
and cleared of all accumulation of debris and the detention facility outlet structure cleared of
any blockage. The facility shall be inspected on a regular basis, but at least once every six
months. Debris and sedimentation shall be removed if:
a. The infiltration capacity is impaired, and/or;

b. The sediment and/or debris restricts the free flow of stormwater into the infiltration
�A,, i system and surrounding soils.
A! 8. The infiltration system shall be removed and replaced with new material when the system no
longer permits the stormwater to freely infiltrate into the surrounding soils by proper
maintenance.
I acknowledge and agree by my signature belo,r that I am responsible for the performance and
maintenance procedures listed above. I agree to notify New Hanover Count of any problems with
the system and prior to any changes to the system, or the change of responsible party.
I� /� PIL
Print Name: �J J - e, A.. �J
Title: -Arpor+ I r e.ck r
Address: & 00(
Phone:
Date:
Signature: e
I, ROVE Ni (✓)0.JIS , a Notary Public for the State of Nor`h- Cuero it rv. ,
County of WQW t "s ei do hereby certify that --Q,e Se�j personally
appeared before me this L q day of r1 , 20 � % , and acknowledge the due execution of the
foregoing maintenance agreement requirements. Witness my hand and official seal,
TA
11 rr -V SEA¢'
My commission expires: "L 0
18 L%
�.. ER CO

Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
RS&H
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Wilmington International Airport
Avis Rental Car Service Center
Stormwater Management Permit
R-S&H
APPENDIX E - GEOTECHNICAL REPORT
w

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
ILM AVIS RENTAL CAR CENTER
WILMINGTON, NEW HANOVER COUNT`', NORTH CAROLINA
TM
PREPARED FOR:
MR. MICHAEL BLACKMORE
RS&H
1620 SOUTH BLVD
SUITE 200
CHARLOTTE, NORTH CAROLINA 28203
ECS SOUTHEAST, LLP
PROJECT NO.: 22.24984
JANUARY 17, 2017

EC3ECS SOUTHEAST, 3f Setting the Standard for Service"
GeateCf irU4al • uonstructian Materia!s ' EnllifOnn^enta! • FisCt!iElGc � =yet;:- _:ed En- -. - r:rm F-tti�3
Regisier:,a Geo �i.,x2ts Firm
a,Ld Er. n —ng Firm 3282
January 17, 2017
Mr. Michael Blackmore, P.E.
RS&H
1520 South Blvd.
Suite 200
Charlotte, North Carolina 28203
Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24984
Dear Mr. Blackmore:
As authorized by your acceptance of our proposal number 22.21314, dated January 4,
2016, ECS Southeast, LLP (ECS) has completed a subsurface exploration for the
subject project. This report presents the results of the field exploration and engineering
analysis, along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS SOUTHEAST, LLP
Mike Ellis, E.I. Winslow E. Goins, P.E
Project Manager Project Engineer
North Carolina License No. 033571
6714 Netherlands Drive, Wilmington, NC 28405 • T: 910-686-9114 • F: 910-686-9666 • wway.ecslimited.com
ECS Capitol Seiivi es.. PLLC • ECS Ronda, LLC • ECS Mid -Atlantic, LLC • ECS Midwest. LLC • ECS Southeast. LLP • ECS Texas. LLP

EnZE
C S S 0UT H, E A S i, L L P "Setting the Standard for Service"
•-m._.,.._1- Geotechnica! - Construction Materials - Environmental - Facilities tvc .=,eos:cr=.•a �! ,iEcc::,p r:rm F-!. ,:;
K+: Rep!sW. *o 3_ _'.ts Firm ,:,•:C!�
S- Re---',-, j Fr.�paer,%i Frrr,':":?
January17, 2017
Mr. Michael Blackmore, P.E.
RS&H
1520 South Blvd.
Suite 200
Charlotte, North Carolina 28203
Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24984
Dear Mr. Blackmore:
As authorized by your acceptance of our proposal number 22.21314, dated January 4,
2016, ECS Southeast, LLP (ECS) has completed a subsurface exploration for the
subject project. This report presents the results of the field exploration and engineering
analysis, along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS SOUTHEAST, LLP
Mike Ellis, E.I. Winslow E. Goins, P.E
Project Manager Project Engineer
North Carolina License No. 033571
6714 Netherlands Drive, Wilmington, NC 28405 - T. 910-686-9114 - F: 910-686-96666 - www.ecslimited.com
ECS Capitol Services. PLLC - ECS Florida, LLC - ECS M1id-Atlantic, LLC - ECS i liid,. ast, LLC - ECS Southeast, LLP - ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
ILM AVIS RENTAL CAR CENTER .
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
MR. MICHAEL BLACKMORE
RS&H
1620 SOUTH BLVD
SUITE 200
CHARLOTTE, NORTH CAROLINA 28203
PREPARED BY:
ECS SOUTHEAST, LLP
6714 NETHERLANDS DRIVE
WILMINGTON, NORTH CAROLINA 28406
ECS SOUTHEAST, LLP
PROJECT NO.: 22.24984
FIRM NO. F-1078
WINSLOW E. GOINS, P.E.
ro
IV
NC LICENSE NO. 033761
JANUARY 17, 2017

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY.......................................................................................................1
2.0 PROJECT OVERVIEW.........................................................................................................2
2.1 Project Information...........................................................................................................2
2.2 Scope of Work.................................................................................................................2
2.3 Purpose of Exploration.....................................................................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Cone Penetration Tests...........................................................................................3
3.1.2 Kessler Dynamic Cone Penetrometer Tests............................................................3
4.0 EXPLORATION RESULTS...................................................................................................4
4.1 Site Conditions.................................................................................................................4
4.2 Regional Geology............................................................................................................4
4.3 Soil Conditions.................................................................................................................4
4.4 Groundwater Conditions..................................................................................................5
6.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1 Subgrade Preparation......................................................................................................6
5.2 Engineered Fill Placement...............................................................................................7
5.3 Permanent Site Slopes....................................................................................................8
5.4 Foundation Recommendations........................................................................................9
5.5 Floor Slab Design..........................................................................................................10
5.6 Pavement Design Considerations.................................................................................10
5.7 Site Drainage.................................................................................................................11
5.8 Construction Considerations..........................................................................................12
6.0 CLOSING...........................................................................................................................13
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-CPT SOUNDING LOGS
APPENDIX C-KESSLER DCP TEST RESULTS AND HAND AUGER BORING LOGS
APPENDIX D-GENERAL CONDITIONS

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
1.0 EXECUTIVE SUMMARY
The site is located at 1701 Hall Drive in Wilmington, New Hanover County, North Carolina. The
proposed construction will consist of rental car service center with associated drive and parking
areas. Three existing Avis Rental Car Services are west of the proposed structure. The south
portion of the site is open with a drainage system. North or the drainage system, two roadways
covered by topsoil exist on the site. One of the roadways runs north to south along the west
portion of the site and branches off to a separate roadway which runs east to west. The existing
roadways are bordered by relatively young pine trees. Drainage ditches associated with the
roadways are present with elevation differences ranging from minimal to 3 feet. Additional project
information was not available at the time of this report.
Beneath the surface materials to a depth of about 10 feet, the CPT soundings (S-1 through S-
3) typically encountered intermittent layers of loose to dense, silty, slightly silty, and clean sands
(SM, SP-SM, SP) and soft to stiff, sandy silts, clayey silts, and fat clays (ML, CL-ML, CH).
From 10 feet to a termination depth of approximately 22 feet, sounding S-3 encountered
medium dense, slightly silty and clean sands (SP-SM, SP). From 22 to a termination depth of
25 feet, Sounding S-3 encountered soft to stiff, sandy silt, clayey silt, and fat clay (ML, CL-ML,
CH).
The on -site sandy soils (SM, SM-SP, SP) are suitable for reuse as long as they are used in
compliance with section 5.2 of this report. The natural fine-grained soils, classified as clays or
silts (CH, CL-ML, ML), should generally not be considered for use as engineered fill, but may be
evaluated by the geotechnical engineer to determine their suitability at the contractor's request.
It is important to note that the natural geology at the site has been modified in the past.
Therefore, potential fill and unsuitable materials may be present at the site.
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed structure can be supported
on conventional shallow foundations bearing on approved natural materials and/or properly
compacted fill with a preliminary net allowable bearing pressure of up to 2,000 psf. Once site
grades and structural loads are finalized, ECS requests that this information be provided to us
for our review and to revise our recommendations, if necessary.
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
2.0 PROJECT OVERVIEW
2.1 Project Information
ECS' understanding of the proposed construction is based upon information provided by Mr.
Michael Blackmore, P.E. of RS&H. The site is located at 1701 Hall Drive in Wilmington, New
Hanover County, North Carolina. The proposed construction will consist of rental car service
center with associated drive and parking areas. Three existing Avis Rental Car Services are west
of the proposed structure. The south portion of the site is open with a drainage system. North or
the drainage system, two roadways covered by topsoil exist on the site. One of the roadways run
north to south along the west portion of the site and branches off to a separate roadway which
runs east to west. The existing roadways are bordered by relatively young pine trees. Drainage
ditches associated with the roadways are present with elevation differences ranging from minimal
to 3 feet.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of the
following:
• Two electronic cone penetration test (CPT) soundings advanced to termination depths of
approximately 10 feet,
• One electronic cone penetration test (CPT) sounding, advanced to a termination
depth of approximately 25 feet, with shear wave velocity measurements,
• Two Kessler dynamic cone penetrometer (DCP) tests with hand augers, and
• Engineering analyses of the field findings with respect to the provided project information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives as follows:
• Performing a site reconnaissance to evaluate the existing site conditions,
• Performing soundings to explore the subsurface soil and groundwater conditions,
• Performing eight Kessler DCP tests to correlate a CBR to provide pavement
recommendations, and
• Analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations regarding soil suitability for reuse.
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Cone Penetration Tests
Three electronic cone penetration test (CPT) soundings (S-1 through S-3) were performed
during our field exploration. The CPT soundings were performed in general conformance with
ASTM D 5778 with a track mounted rig. An ECS representative staked the CPT sounding
locations using existing site features and a hand held GPS device. Approximate locations of
the CPT soundings are indicated on the Exploration Location Diagram in Appendix A of this
report.
The cone used in the soundings has a tip area of 10 .cm2 and a sleeve area of 150 cm2. The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils. The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced. The results of the CPT soundings are presented in Appendix B.
3.1.2 Kessler Dynamic Cone Penetrometer Tests
Two Kessler Dynamic Cone Penetrometer (DCP) tests were performed in the location of the
proposed parking lot areas. The Kessler DCP is used to estimate the strength characteristics
of soils. The Kessler DCP was continuously driven approximately 2 feet below the existing
ground surface. The Kessler DCP is driven into the soil by dropping a Dual -Mass 17.6 lb
Hammer from a height of 22.6 in. The depth of cone penetration is measured at selected
penetration or hammer drop intervals and the soil shear strength is reported in terms of Kessler
DCP index. The Kessler DCP index is based on the average penetration depth resulting from
one blow of the 17.6 lb hammer. The Kessler DCP index can be correlated to CBR and
modulus of rigidity. The individual results of the Kessler DCP tests are presented in Appendix
C.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The site is located at 1701 Hall Drive in Wilmington, New Hanover County, North Carolina. Three
existing Avis Rental Car Services are west of the proposed structure. The south portion of the site
is open with a drainage system. North or the drainage system, two roadways covered by topsoil
exist on the site. One of the roadways runs north to south along the west portion of the site and
branches off to a separate roadway which runs east to west. The existing roadways are bordered
by relatively young pine trees. Drainage ditches associated with the roadways are present with
elevation differences ranging from minimal to 3 feet.
4.2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain
Physiographic Provinces. In general, shallow unconfined groundwater movement within the
overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Approximately 4 to 6 inches of organic topsoil and rootmat were reported by the drillers at the
test locations. It should be noted that the depths and thicknesses of organic topsoil and
rootmat are expected to vary across the site.
CPT Soundings (S-1 through S-3): Beneath the surface materials to a depth of about 10 feet,
the CPT soundings (S-1 through S-3) typically encountered intermittent layers of loose to
dense, silty, slightly silty, and clean sands (SM, SP-SM, SP) and soft to stiff, sandy silts, clayey
silts, and fat clays (ML, CL-ML, CH). The equivalent corrected standard penetration test
resistances (N*-values) in these soils generally ranged from 3 to 44 bpf.
From 10 feet to a termination depth of approximately 22 feet, sounding S-3 encountered
medium dense, slightly silty and c!ean sands (SP-SM, SP) with N*-values generally ranging
from 14 to 22 bpf . From 22 to a termination depth of 25 feet, Sounding S-3 encountered soft
to stiff, sandy silt, clayey silt, and fat clay (ML, CL-ML, CH) with N*-values generally ranging
from 3 to 14 bpf.
4

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
Kessler DCP Tests and Hand Auger Borings: Beneath the surface materials to a depth of
about 4 feet, the Kessler DCP and hand auger borings (K-1 through K-2) typically encountered
silty and clean sands (SM, SP).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the CPT test soundings and the Kessler DCP borings. The CPT Sounding
Logs in Appendix B contain detailed information recorded at each of the sounding locations.
Findings from the Kessler DCP tests and the hand auger borings (K-1 through K-8) are shown
in Appendix C.
4.4 Groundwater Conditions
Porewater pressure measurements were made at the sounding locations during exploration.
The apparent groundwater depths were observed to be approximately 4.0 to 5.5 feet below the
existing grade in the CPT soundings.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration. If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers.
5

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this exploration and our past
experience with similar conditions. Should any of the information provided to us be changed
prior to final design, ECS should be notified to review these recommendations and make
appropriate revisions, if necessary.
5.1 Subgrade Preparation
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, existing footings, existing utilities, deleterious materials, and other
soft or unsuitable materials from the existing ground surface. These operations should extend
at least 10 feet, where possible, beyond the planned limits of the proposed building and
pavements.
It is important to note that the natural geology at the site has been modified in the past.
Therefore, potential fill and unsuitable materials may be present at the site.
After proper clearing, stripping, grubbing, further evaluation of the site soil and prior to fill
placement, foundation, slab, or pavement construction, the exposed subgrade soils should be
evaluated by an experienced geotechnical engineer to identify localized unstable or otherwise
unsuitable materials. After evaluating the exposed soils, proofrolling using a heavy vibratory
smooth drum roller, having a weight of at least 10 tons, is suggested to be used at this time to
aid in identifying localized soft or unsuitable material which should be removed. The
proofrolling will also help densify the upper exposed subgrade soils. Soft or unsuitable
materials identified during proofrolling operations should be either repaired in -place or removed
and replaced with an approved backfill placed and compacted in accordance with
recommendations of this report. In -place densification or undercutting should be anticipated in
the drive and parking areas in the vicinity of boring location K-2 due to the presence of loose
sands in the upper one foot.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber tire
equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of marginally stable
subgrades.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by ECS personnel. These observations should be performed by an
experienced geotechnical engineer or qualified person to ensure that unsuitable materials have
been removed and that the prepared subgrade meets project requirements for support of the
proposed construction and/or fills.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
5.2 Engineered Fill Placement
Following the removal of deleterious surface and subsurface materials; and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. Fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, less than 35 percent fines passing the
#200 sieve, and have a Liquid Limit (LL) and Plasticity Index (PI) less than 35 and 9,
respectively. We also recommend that fills within structural areas have a standard Proctor
(ASTM D 698) maximum dry density of at least 100 pounds per cubic foot (pcf).
Materials that should not be used as engineered fill include topsoil, organic materials (OH, OL),
and high plasticity clays and silts (CH, MH). Such materials removed during grading operations
should be either stockpiled for later use in landscape fills, or placed in approved on or off -site
disposal areas.
The on -site sandy soils (SM, SM-SP, SP) are suitable for reuse as long as they are used in
compliance with section 5.2 of this report. The natural fine-grained soils, classified as clays or
silts (CH, CL-ML, ML), should generally not be considered for use as engineered fill, but may be
evaluated by the geotechnical engineer to determine their suitability at the contractor's request.
Existing soils containing significant amounts of organic matter will not be adequate for re -use as
engineered fill. As such, the organic content of the near surface soils should be evaluated to
determine if some of these soils will be adequate for re -use as engineered fill. Natural fine-
grained soils classified as clays or silts (CL, ML) should generally not be considered for use as
engineered fill, but may be evaluated by the geotechnical engineer to determine their suitability
at the contractor's request. Moisture conditioning may be required for the re -use of excavated
material for use as engineered fill.
Prior to the commencement of fill operations and/or utilization of off -site borrow materials, the
contractor should provide representative samples of the proposed fill soils to the geotechnical
engineer. The geotechnical engineer can determine the material's suitability for use as an
engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches. in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 98 percent
of the soil's standard Proctor (ASTM D 698) maximum dry density. The typical working range
of optimum moisture for the natural Coastal Plain soils at the site is expected to be within
approximately 3 percent of the optimum moisture content. Care should also be taken to provide
a smooth, gently sloping ground surface at the end of each day's earthwork activitics to help
reduce the potential for ponding and absorption of surface water.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
Grade controls should also be maintained throughout the filling operations. Filling operations
should be observed on a full-time basis by qualified ECS personnel to determine that the
required degrees of compaction are being achieved. We recommend that a minimum of one
compaction test per 2,500-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved. Failing test areas may require moisture
adjustments or other remedial activities in order to achieve the required compaction.
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. Wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Permanent Site Slopes
We recommend that permanent cut slopes less than 10 feet tall through undisturbed natural
soils be constructed at 2.5:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 20
feet tall may be constructed using controlled fill at a slope of 3:1 or flatter. Depending upon the
soil used for construction and assuming proper compaction, face construction and vegetation,
3:1 (horizontal to vertical) fill slopes of up to 31 feet should be globally stable.
A slope of 3:1 or flatter may be desirable to permit establishment of vegetation, safe mowing,
and maintenance. The surface of all cut and fill slopes should be adequately compacted. All
permanent slopes should be protected using vegetation or other means to prevent erosion.
The outside face of building foundations and the edges of pavements placed near slopes
should be located an appropriate distance from the slope. The North Carolina Building Code
lists the following requirements:
• Pavements placed at the top of fill slopes should be placed at distance equal to at
least 1/3 of the height of the slope behind the crest of the slope, but that distance
need not be more than 40 feet.
• Pavements near the bottom of a slope should be located at least %2 of the height of
the slope from the toe of the slope, but the distance need not be more than 15 feet.
• Slopes with pavements located closer than these iimits or slopes taller than the
height limits indicated, should be specifically evaluated by the geotechnical engineer
and may require approval from the building code official.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
Fill slopes should be constructed by placing controlled fill in horizontal lifts which extend to or
slightly beyond the slope face. Each lift of fill should be compacted to the specified minimum
density before placing the subsequent lift. The compaction equipment should travel parallel to
the slope face to ensure that fill at the face of the slope is compacted to the same level as the
fill farther back from the face. If needed, tracked equipment or compaction equipment can roll
up and down the slope face to compact loose surficial soils to reduce erosion, but this method
should not be used to construct the slope. In some cases it may be advantageous to overbuild
the fill slope (place fill beyond the limits of the slope face) and then cut back into the fill to leave
a clean, compacted slope face exposed.
Fill slopes and fill pads should not be constructed by placing fill against berms. If not prohibited
by plan and specification, the grading contractor will sometimes construct berms out of site
strippings or unsuitable soil along the limits of fill slopes and then will place controlled fill in
horizontal lifts against the berms. This practice will produce a slope constructed of
uncompacted materials adjacent to a zone of compacted fill with a nearly vertical interface
between the two zones of fill. Over time, sometimes after appreciable rainfall, the uncompacted
slope material will settle or slough away which removes the confining pressure holding the
compacted fill in place. Without the confining pressure from the slope material, the compacted
fill will become unstable and will slough, slide, or push out laterally. This can create problems
for pavements and structures located close to the crest of the slope.
6.4 Floor Slab Design
Provided a suitable subgrade will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (kJ
of 125 pci is appropriate for design provided that the upper 12 inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density and are unyielding during proofrolling. We recommend a friction resistance coefficient
of 0.40 for the floor slab and soil interface.
We recommend that slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that slabs -on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If open graded aggregate is not available, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations. If floor covering such as tile or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations.
W

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
5.6 Foundation Recommendations
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed structure can be supported
on conventional shallow foundations bearing on approved natural materials and/or properly
compacted fill. We recommended a net allowable design soil bearing pressure of up to 2,000
psf for proportioning continuous and isolated column footings. To reduce the possibility of
foundation bearing failure and excessive settlement due to local shear or "punching" failures,
we recommend that continuous footings have a minimum width of 18 inches and that isolated
column footings have a minimum lateral dimension of 30 inches. Furthermore, footings should
bear at a depth to provide adequate frost cover protection. For this region, we recommend the
bearing elevation be a minimum depth of 12 inches below the finished exterior grade or in
accordance with the local building code requirements. We recommend a friction. resistance
coefficient of 0.40 for the footings and soil interface. Once structural loads and site grades are
established, we request that they be provided to us to review our recommendations and make any
necessary changes.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure. The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and are adequate for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 50 feet in continuous footing excavations.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. Provided that the
recommendations outlined in this report are strictly adhered to, we expect that total settlements
for the proposed construction are expected to be in the range of 1 inch or less, while the
differential settlement will be approximately 1/2 of the anticipated total settlement. This
analysis is based on our engineering experience and assumed structural loadings for this type
of structure, and is intended to aid the structural engineer with his design.
5.6 Pavement Design Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
strict accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill
Placement" sections of this report. An important consideration with the design and construction
of pavements is surface and subsurface drainage. Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the deterioration of the pavement can be expected. Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
Actual traffic conditions were not provided to ECS. However, based on our experience for light
duty traffic for similar projects, a light duty flexible pavement section may consist of 2 inches of
surface SF9.5 mix overlying at least 6 inches of compacted ABC stone in the parking and drive
aisle areas. Similarly, a heavy duty flexible pavement section may consist of 3 inches of
surface SF9.5 mix overlying at least 8 inches of compacted graded aggregate base in the
roadway areas. For a rigid pavement section, we recommend 6 inches of 450 psi flexible
strength concrete overlying at least 6 inches of compacted ABC stone in the roadway areas.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
and asphalt pavement areas results in a softening of the subgrade material and shortened life
span for the pavement. Therefore, we recommend that both the surface and subsurface
materials for the pavement be properly graded to enhance surface and subgrade drainage. By
quickly removing surface and subsurface water, softening of the subgrade can be reduced and
the performance of the parking area can be improved. Site preparation for the parking areas
should be similar to that for the building area including stripping, proofrolling, and the placement
of compacted structural fill.
Please note that large, front -loading trash dumpsters frequently impose concentrated front -
wheel loads on pavements during loading. This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs. Consequently, we
recommend the use of an 8 inch thick, mesh reinforced concrete slab that extends the entire
length of the truck. Concrete pavements should be properly jointed and reinforced as needed to
help reduce the potential for cracking and to permit proper load transfer.
6.7 Site Drainage
Positive drainage should be provided around the perimeter of the structure to help minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Roof water
should be discharged directly into below -grade stormwater piping or be directed a sufficient
distance away from the building with downspouts. The parking lots, sidewalks, and other paved
areas should also be sloped to divert surface water away from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
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Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22,24984
5.8 Construction Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified. If the bearing soils area softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight, or if inclement weather becomes imminent while the bearing soils are exposed,
we recommend that a 2 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
The key to minimizing disturbance problems with the soils is to have a proper earthwork
operations plan. Specifically, it should be the earthwork contractor's responsibility to maintain
the site soils within a workable moisture content range to obtain the required in -place density
and maintain a durable subgrade. Scarifying and drying operations should be included in the
contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to travel across the site, especially once the desired final
grades have been established. Construction equipment should be limited to designated lanes
and areas, especially during wet periods to minimize disturbance of the site subgrades. It will
likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
13

Report of Subsurface Exploration and Geotechnical Engineering Analysis
ILM Avis Rental Car Service Center
ECS Project No.: 22.24984
6.0 CLOSING
Our geotechnical analysis of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our analysis have been based on interpolation of subsurface
data between the soundings and borings. If the project information provided to us is changed,
please contact us so that our recommendations can be reviewed and appropriate revisions
provided, if necessary. The discovery of site or subsurface conditions during construction
which deviate from the data outlined in this exploration should be reported to us for our review,
evaluation and revision of our recommendations, if necessary. The assessment of site
environmental conditions for the presence of pollutants in the soil and groundwater of the site is
beyond the scope of this geotechnical exploration.
14

APPENDICES

APPENDIX A
FIGURES

e CredRs:rw EsPIERE, myfnd e ar MAL� AI
s _ •- • R
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r s
( T'. 4w f +�
- -
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Alk
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' ■ s 0 370 740 1,480 2,2202.960
ft
A F
SITE LOCATION DIAGRAM (ENGINEER
WEG
SCALE
ILM RENTAL CAR SERVICE CENTER 1 " = 1,500'
` PROJECT NO.
SHEET
1 OF 2
7 ©ATE
WILMINGTON, NC I
1/17,2017

7
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LOCATION DIAGRAM
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APPENDIX B
CPT SOUNDING LOGS

REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer
is hydraulically advanced through soil to measure point resistance (Q, pore water pressure M),
and sleeve friction (%). These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
1000
(5 1051
U
C
co
N
y
0
ir
m 10
c
0
U
1
0.1 1 10
Friction Ratio, Fr N
1. Sensitive, Fine Grained
2. Organic Soils-Peats
3. Clays; Clay to Silty Clay
4. Clayey Silt to Silty Clay
5. Silty Sand to Sandy Silt
s
A
•0.4 0 0.4 0.8 1.2
Pore Pressure Ratio, Bq
6. Clean Sands to Silty Sands
7. Gravelly Sand to Sand
8. Very Stiff Sand to Clayey Sand
9. Very Stiff Fine Grained
The following table presents a correlation of corrected cone tip resistance (Q to soil consistency
or relative density:
SAND
SILT/CLAY
Corrected Cone Tip
Resistance is
Relative Density
Corrected Cone Tip
Resistance tsf
Relative Density
<20
Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
Medium Stiff
15-30
Stiff
120-200
Dense
30-45
Very Stiff
>200
Very Dense
45-60
Hard
>60
Very Hard

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APPENDIX C
KESSLER DCP TEST RESULTS AND HAND AUGER BORING LOGS
a

DCP TEST DATA
Project: iLM, Avis Rental Car Service Center Date: 9-Jan-16
Location: K-1 Soil Type(s): clean sand
Hammer - Soil Type -�
Q MiIts. Q CH
Q 17.6Its. Q CL
0 Both hammers used ! 0 All other soils
No. of Cumulative Type of
Blows Penetration Hammer 0.1
(mm)
0
0
1
0
5
10
15
c
3= 20
a
W
p
25
30
35
40
5
86
1
5
150
1
5
198
1
5
249
1
5
292
1
5
320
1
5
343
1
5
389
1
5
445
1
5
511
1
5
589
1
5
650
1
5
699
1
1
1
1
1
1
1
0.1
1
0
0
5
10
15
C
I=- 20
D-
W
�
25
30
35
40
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2000
14
Ti
1.0 10.0 100.0
0
127
254
381
E
E
508 3
a
W
635
762
889
1016
1.0 10.0
100.0
BEARING CAPACITY, psf
4000 6000 8000 10000
12000
0
127
254
381
E
E
608
3
a
W
635
13
Based on approximate interrelationships
762
of CBR and Bearing values (Design of
concrete Airport Pavement, Portland
Cement Association, page 8,190)
889
1016
28 42 56 69
83
BEARING CAPACITY, psi

DCP TEST DATA
Project: MM Avis Rental Car Service Center
Da W; 9-.;an-16
Location: K-2
Soil Type(s): clean Sand
Hammer
Q 10.1lbs.
Soil Type
Q CH�
Q 17.6lbs. j
Q CL i
0 Both hammers used I
Q All other soils I
No. of
Blows
Cumulative
Penetration
(mm)
Type of
Hammer
0
0
1
5
295
1
5
386
1
5
635
1
1
671
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0.1
0
5
10
15
c
20
0.
W
C
25
30
35
40 6.
0.1
0
0
5
10
15
c
H=- 20
0.
W
O
26
30
35
40
0
CBR
1.0 10.0
1.0 10.0
BEARING CAPACITY, psf
2000 4000 6000 8000
100.0
0
127
264
381
E
E
508 3
I-
0.
W
635 93
762
889
1016
100.0
10000 12000
0
127
254
381 E
E
508 3:
a
W
636 G
762
Based on approximate interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland 889
Cement Association, page 8,1955)
1016
14 28 42 66 69 83
BEARING CAPACITY, psi

CLIENT
JOB#
BORING#
SHEET
RS & H
24984
K-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
ILM Avis Rental Car Service Center
r �d
SITE LOCATION
Hall Drive and Blue Clay Rd, Wilmington, New Hanover County, North
CALIBRATED PENETROMETERTONS1W
Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
F
Z
LIMIT% CONTENT% LIMIT%
O
z
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION
LU
w z
v ^
J
J
J
�
2
a
2
g
g
SURFACE ELEVATION
W
® STANDARD PENETRATION
ocl¢
LU
w
9
ca
BLOWS/FT
Topsoil/Rootmat Depth [4"1
(SP) FINE SAND, Brown/Gray/Tan, Moist
1
2
ee
3
eke ii?
4
END OF BORING
5
6—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS❑ WD❑
BORING STARTED 1/9/2017
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 1/9/2017
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
JOB #
BORING #
SHEET
RS & H
249EN
K-2
1-1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
ILM Avis Rental Car Service Center
SITE LOCATION
Hall Drive and Blue Clay Rd, Wilmington, New Hanover County, North
CALIBRATED PENETROMETER TONS/FT2
Carolina
ROCK QUALITY DESIGNATION $ RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
a
"
z9
E
LIMIT% CONTENT% LIMIT%
z
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION
w
w
X n
w
>
Q
m
~a
g
SURFACE ELEVATION
F
®STANDARD PENETRATION
a
¢
3 w
m
BLOWS/FT
Topsoil/Rootmat Depth [4"]
(SP) FINE SAND, Brown/Tan, Moist
1
(SM) SILTY FINE SAND, Dark Gray, Moist
END OF BORING DUE TO AUGER REFUSAL
2-
3-
4-
5
6—
I
I
THE
STRATIFICATION
LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN
SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
WL WS❑ WD❑
BORING STARTED 1/9/2017
CAVE IN DEPTH
WL(SHW) 1 WL(ACR)
BORING COMPLETED 1/9/2017.
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

APPENDIX D
GENERAL CONDITIONS

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

r- Geolechnicel Engineering Report ---)
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you - should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A 6eotechnlcal Engineering Re
ort Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect. -
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a.refrigerated warehouse,
elevation, configuration, location, orientation, or weight of the
proposed structure,
composition of the design team, or
project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
reportwhose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report's Recommendations Are AW Final
Do not overrely on the construction recommendations included in your rc-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw flm Engineers Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
time to perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients,.design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared far someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; nose of 0 sarllrh es parOYM N cei necdn wtth
Me wteehafcalon9eerV sb* were des4ed alp conducted
IN, the PUP" of mold prellrenMR Prager A"Mtsfim of
dw rscomma MUM conveyed in thts ivwt WM not of itself
bo sadllclont to PfflV nt mold from drowhy in or on no Saw;-
mm hivmwd
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
FE
The Boat Passla as Earth
8811 Colesville Road/Suite G106, Silver Spring, M7 20910
Telephone:' 301/565-2733 Facsimile: 301/589-201
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part by any means whatsoever, is strictly prohibited, except with ASFE§ specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document fs permitted only with the express written permission of ASFE, and only for purposes
of scholarly research or book review. Only members ofASFEmay use this documentas a complement to oras an element of geotechnical engineering report. Any other firm,
individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M

Hall, Christine
From:
Hall, Christine
Sent:
Monday, April 17, 2017 1:19 PM
To:
Johnson, Kelly, Blackmore, Michael
Subject:
RE: SW8 050547 - State Stormwater Permit
Mike,
It does look like a typo in the math. Please use the correct number with your submission. Thanks for catching that!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
—Nothing Compares -
Email ci>,-rrnpondence to and hom this is to the
.r
iVf ;"'!! �_•`u�'% .:lr [� Pclrj.l. RFj{,lf{,Yv 11_RiA' affd fira�v b�' to third parties.
From: Johnson, Kelly
Sent: Wednesday, April 12, 2017 2:30 PM
To: Blackmore, Michael <[e-mail]>; Hall, Christine <[e-mail]>
Subject: RE: SW8 050547 State Stormwater Permit
Mike,
I don't have any personal knowledge of this file. If the data is essentially counting down removing impervious area from
the column on the right by subtracting the data that is in the 2"d column to the right, then there may be a typo. But,
since this is an unusual approach to allocating I will refer you to Christine. She wrote the latest version of the permit and
will be most familiar with it. She will be back in the office on Monday.
Thanks,
Kelly
From: Blackmore, Michael[mailto:[e-mail]]
Sent: Tuesday, April 11, 2017 3:06 PM
To: Johnson, Kelly <[e-mail]>
Subject: RE: SW8 050547 - State Stormwater Permit
Good Afternoon Mrs. Johnson,

Thanks for sending the information across.
I am completing the permit submission and noticed a possible error in the table math. Within the 200E C16
master table 050547.doc file, the BUA remaining was 2,865,020.
Facility (COIyRAG)
SW8 050547
8(4d2015
North General Aviation
Apron Rehab & Expansion
32,453
3,141214
ILA! Flex Space i1ot 9
SW8 050547
9:191015
Business Pa�� ar�d
129,082
3.012-132
Business Pa* access
roars.
SW'8 150723
91512015
,Air WUHnaton Hart5at 4
24,190
2.987 9#2
W, Uq+
b:°, :2
anger Tjj� a and
Corporate Hanget
Com :ex
As I was inserting my information into the table, my number is 2,864,950.
,A FAir ;='-ri.;^r ington Hangar v ,- n
SW` ^O 1 _0,14. 9 1 '?C 1 # 24 1 _, 2 90 1 ,�42
K
r.20-'201r 1COTorate Hanger 122 992 2 864 9f
is it ok. to show the corrected number within my submission?
Thanks,
Mike
WO'chael Blackmore, PE
c-h-arlotte Aviation Engineer
5w South Blvd, Suice 200, C harlctto, N, 8 203
7 4-9419-41U ( M 704'-408-7156
[e-mail]
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From: Johnson, Kelly[mailto:[e-mail]]
Sent: Thursday, April 6, 2017 1:48 PM
To: Blackmore, Michael <Michael,[e-mail]>
Subject: SW8 050547 - State Stormwater Permit
2

Michaef,
The files are attached per your request.
Thanks,
Kelly
P,"6 ,t jOkVUSDIA,
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]