20121049 Ver 1_More Info Received_20130114

Michael Baker Engineering, Inc.
7800 Airport Center Drive, Suite 100
Greensboro, NC 27409
336- 931 -1500
FAX 336 - 931 -1501
To: NCDWQ - WSRO S.O. No.
585 Waughtown Street Project:
Winston - Salem, NC 27107
Attn: Ms. Sue Homewood
We are forwarding the following: ® Attached
� gs— 10 +9
Letter of Transmittal
129093
Honda Connector Road
Date: January 11, 2013
❑ Under Separate Cover ❑ Other
DWG. NO.
NO.
COME
TITLE OR DESCRIPTION
COMMENTS
2
Full Size Plans for Honda Connector Road
Per comments in letter dated
1
Revised PCN Forms
December 14, 2012
1
Supporting Information for Dry Detention Basin:
- Calculations
- Executed O &M Agreement
1
Geotechnical Report for Honda East Site
THESE ARE TRANSMITTED as checked below:
® As requested
❑ For review and comment
❑ For your information
GENERAL COMMENTS:
CC. Richard Darling — Baker
Ian McMillan — NCDWQ (Raliegh)
Alex Rosser - PTAA
❑ No exception taken
❑ Rejected - See remarks
❑ Proceed subject to corrections noted
r=n@ V
I
L9 Do
►AN 1 4 2013
D_ NR WAT�It aUMAY I
❑ Revise and resubmit
❑ Submit specified items
❑ Other
Michael Baker Engineering, Inc.
By. Larry J. Allen, P.E.
Title: Sr. Project Manager
Page 1 of 1

1. . ... : I a- i o4
of wArF9
0`' 0� Office Use Only:
I Corps action ID no.
B Y DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version
re- Construction Notification PC Form[rbdl]
A.
licant Information[rbd2j
1. [Process d[rbd3]
0_ ] rbaaj Type(s) of approval sought from the
®Section 404 Permit ❑Section 10 Permit
Corps:
Cbj[rbd5] Specify Nationwide Permit (NWP) number: NWP 18 or General Permit (GP) number:
116Jrbd6J Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
11dj[r�a7j Types) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
(1etrbd8j Is this notification solely for the record
For the record only for DWQ 401
,
For the record only for Corps Permit:
because written approval is not required?
Certification:
❑ Yes ® No
❑ Yes
® No
11f irbd9j Is payment into a mitigation bank or in -lieu fee program proposed for
❑ Yes
® No
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
(1gkr 461 Is the project located in any of NC's twenty coastal counties. If
❑ Yes
® No
yes, answer 1 h below.
[1hJ[64_l`11 Is the project located within a NC DCM Area of Environmental Concern
❑ Yes
® No
(AEC)?
2. Froject Informationkr_ dui
[2a�[rbd13] Name of project:
HONDA Connector
[2b�[�baiaj County:
Guilford
PtIrko151 Nearest
municipality / town:
Greensboro
j2d.�b k Subdivision name:
N/A
( ej[rbdiij NCDOT only, N/A
T.I.P. or state project no:
3. Owner Informati*�[rbd18j
I a.�[rbd19] Name(s) on
Recorded Deed:
Piedmont Triad Airport Authority
P tY
TOEM-WATIE-14011A11TV
�3b.][rbd2oj Deed Book and Page
No
�c�[�bailj Responsible Party
(for LLC if applicable):
Kevin J. Baker, Executive Director
3d. Street address:
1000 A Ted Johnson Pkwy.
3e. City, state, zip:
Greensboro, NC 27409
3f. Telephone no.:
(336) 665 -5600
3g. Fax no.:
(336) 665 -5694
3h. Email address:
bakerk @gsoair.org
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

im
4. �pplicant Information (if different from owner) I[rbd22I
10.jrbd231 Applicant is:
❑ Agent ❑ Other, specify:
�b.krbd241 Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. ( gent/Consultant Information (if applicable j; 2sl
5a. Name:
Richard Darling
5b. Business name
(if applicable):
Michael Baker Engineering, Inc.
g'
5c. Street address:
7800 Airport Center Dr., Suite 100
5d. City, state, zip:
Greensboro, NC 27409
5e. Telephone no.:
(919) 481 -5740
5f. Fax no.:
(919) 463 -5490
5g. Email address:
rdarling @mbakercorp.com
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
11a.krbd26] Property identification no. (tax PIN or parcel ID):
1b. rbd27 Site coordinates in decimal degrees):
C_ _ � j c g ):
Latitude: 36.102255 Longitude: - 79.917830
(DD.DDDDDD) ( -DD DDDDDD)
[1c.krb4281 Property size:
159 acres
2. Surface Waters
VA 029] Name of nearest body of water (stream, river,
Horsepen Creek
etc.) to proposed project:
�bjrbd3o] Water Quality Classification of nearest receiving
WS -III, NSW
water:
PcIrbd3ij River basin:
Cape Fear
3. Project Description
[3a jrbd32j Describe the existing conditions on the site and the general land use in the vicinity of the project at the time
of this application: The project area includes maintained lawn and forested stream corridor within the
Honda Development Site.
kb j[6031 List the total estimated acreage of all existing wetlands on the property: 0.05
kicl[rbd34] List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 3,219
kid j W351 Explain the purpose of the proposed project: To connect the existing Honda Campus to the
Honda Expansion area (under construction) to allow safe pedestrian and vehicular access to all
facilities without having to exit the site.
kieirbd361 Describe the overall project in detail, including the type of equipment to be used: Construction of two -
lane roadway using excavators and other large construction equipment including installation (in the
dry) of two 60 -inch reinforced concrete pipes buried approximately one foot into the stream
bottom, necessitating 18 cubic yards clean fill below OHWM.
4. Jurisdictional Determinations
( a j,w7j Have jurisdictional wetland or stream
determinations by the Corps or State been requested or
obtained for this property / project (including all prior phases)
® Yes ❑ No ❑ Unknown
in the past?
Comments: SAW- 2011 -01169
�b.jrbdmj If the Corps made the jurisdictional determination, what
® preliminary ❑ Final
type of determination was made?
(4cJrbm] If yes, who delineated the jurisdictional areas?
Agency /Consultant Company: Michael Baker Eng.
Name (if known): Andy Williams
Other:
41! 4oj If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach
documentation.
Action ID SAW- 2011 -01169 dated 06/27/2011 expires 06/27/2016
5. Project History
(58�[rbd411 Have permits or certifications been requested or
obtained for this project (including all prior phases) in the
❑ Yes ® No ❑ Unknown
past?
�b][
&21 If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Future Project Plans
J a.JMUI Is this a phased project? ❑ Yes ® No
IE— plrbd44j If yes, explain.
Page 4 of 11
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
11 a.krbd45] Which sections were completed below for your project (check all that apply):
El Wetlands ® Streams - tributaries ® Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland ImpactSJrbd46j
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
a. rbd47j
Ob.krbd481
C. rbd49]
d. rbd50j
e. rbd51]
f.[rbd521
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P)
(if known)
DWQ — non -404, other)
(acres)
or Temporary
W1 ❑ P ❑ T
Choose an item.
Choose an
item.
❑ Yes
❑ No
❑ Corps
❑ DWQ
W2 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W3 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W5 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W6 ❑ P [IT
❑ Yes
❑ Corps
❑ No
❑ DWQ
Og4rbd53j Total wetland impacts
0.00
�11.1[rbd54] Comments:
3. (Stream ImpactS'kM55j
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
Oa][rbd561
Ob.krbd57j
Oc][rbd581
Od.irbd59j
oe][rbd601
OfJrbd611
rbd62].
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P)
intermittent
DWQ — non -404,
width
(linear
or Temporary
(INT)?
other)
(feet)
feet)
(T)
S1 ®P ❑ T
Road Crossing
g
D2 (UT to
Horsepen Cr.)
® PER
❑ INT
® Corps
® DWQ
10
101
S2 ❑ P ®T
Erosion Control
CD2 (UT to
® PER
® Corps
10
47
and Grading
Horsepen Cr.)
❑ INT
® DWQ
S3 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S4 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S5 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S6 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
kih�[rbd63] Total stream and tributary impacts
148
l3i.�[rbd64j
Comments:
Page 5 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4. (Open Water Impact4r4oj
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
_ rbd_66].
Open water
impact
number —
Permanent (P)
or Temporary
rbd67].
Name of waterbody
(if applicable)
_ rbd681.
Type of impact
_d.[rbd691
Waterbody type
_ �ekkd7qj.
Area of impact (acres)
01 ❑P ❑T
02 ❑P
03 ❑P
04 ❑P ❑T
�4f�(rbinj Total open water impacts
k49.][rbd72] Comments:
5. 1 in—dl—or Lake Constructio rbd73
If pond or lake construction proposed, then com lete the chart below.
_ 06k!k 474j.
Pond ID
number
04rkd751.
Proposed use or purpose of
pond
0C,[rbd76j.
Wetland Impacts (acres)
0_ [rbd77 .
Stream Impacts (feet)
0e1[rbd78].
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
rb . Total
[rbdBU]. Comments:
o rbg-J. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
No d Expected pond surface area (acres):
�5j: rbabi Size of pond watershed (acres):
[5k][rbd 4J Method of construction:
Page 6 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Puffer Impacts([rbd8s] (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
rbd86].
-
[I Neuse ❑Tar- Pamlico ®Other: Jordan
Project is in which protected basin?
❑ Catawba ❑ Randleman
014rW87].
rbd88].
_ _ rbd89j.
0ekrbd90J.
rbd91].
0gkrbd92J.
Buffer impact
number —
Reason for
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
impact
Stream name
mitigation
(square feet)
(square feet)
or Temporary
required?
61 ®P ❑ T
Road
CD2 (UT to Horsepen
❑ Yes
1,493
1,028
Creek )
No
B2 ❑ P ®T
Embankment
CD2 (UT to Horsepen
❑ Yes
9,147
5662
Creek ))
No
B3 ❑P ❑T
❑Yes
[I No
0h.krbd93] Total buffer impacts
10,640
6,690
�J[M94]. Comments: Less than 150 l.f. / 1/3 ac. road crossing of stream impact "allowable" without
mitigation
D. Impact Justification and Mitlgatloip rb095j
1. Avoidance and Minimization
11ak6d96j. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Project location, alignment, and footprint have been configured to avoid and minimize impacts to
the maximum extent practicable see enclosed cover letter).
[11 �[rbd971. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques.
Application of appropriate BMPs and adherence to approved sediment and erosion control
procedures will avoid and minimize construction impacts see enclosed cover letter).
2. (Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the Stat4rbd981
[2aj[!b4991. Does the project require Compensatory
❑ Yes ® No
Mitigation for impacts to Waters of the U.S. or Waters of the
State?
ftrbd1001. If yes, mitigation is required by (check all that
❑ DWQ ❑ Corps
apply):
❑ Mitigation bank
( _4rbg101J. If yes, which mitigation option will be used for
❑ Payment to in -lieu fee program
this project?
❑ Permittee Responsible Mitigation
3. �omplete if Using a Mitigation Ban_krbd102j
4[Mlo3j. Name of Mitigation Bank:
Obl[rW04J. Credits Purchased (attach receipt and letter)
Type
Quantity
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

c. rbdlo5j Comments:
4. Complete it Makin 9-_a Payment to In -lieu Fee Programirb006
4A—DI dolj Approval letter from in -lieu fee program is attached.
❑ Yes
(40 10 1081 Stream mitigation requested:
linear feet
KcJrbdto9j If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
�4d rbdq 6 Buffer mitigation requested (DWQ only):
square feet
(4e.�rbd� 11j Riparian wetland mitigation requested:
acres
ba�_ 2j Non - riparian wetland mitigation requested:
acres
R4dEbd113i Coastal (tidal) wetland mitigation requested:
acres
h.[rbd114j Comments:
5. (Complete if Using a Permittee Responsible Mitigation Plard[rbal t1
[5atrbdi 161 If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated_ Riparian Buffer Rules) - required by i;W I' bd11A
0 j trbdt i 8 Will the project result in an impact within a protected riparian buffer that
requires buffer mitigation?
❑ Yes ® No
Pbjrbdi 19j if yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation.
Calculate the amount of mitigation required.
Zone
_ rbdi2oj.
Reason for impact
_ rbdl2lj.
Total impact
(square feet)
Multiplier
_ rbd122j.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
01[kd!231 Total buffer mitigation required:
06Jrbd124j If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation
bank, permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
h.[rbd125j
Comments:
Page 8 of 11
PCN Form —Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
(1a.baiz6j Does the project include or is it adjacent to protected riparian buffers
® Yes ❑ No
identified within one of the NC Riparian Buffer Protection Rules?
11 b.km_i27_j If yes, then is a diffuse flow plan included? If no, explain why.
® Yes ❑ No
Comments:
2. Stormwater Management Plan
�2a d1281 What is the overall percent imperviousness of this project?
12%
�bVbd129j. Does this project require a Stormwater Management Plan?
® Yes ❑ No
�Lc.&rbdl3 J If this project DOES NOT require a Stormwater Management Plan, explain why:
klrbal311 If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
❑ Certified Local Government
[2 .krb4i3_271 Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
® DWQ 401 Unit
3. ertifled Local Government Stormwater 0400 4M-1-3-31'
(3a. rbatA In which local government's jurisdiction is this project?
❑ Phase II
b. k13s Which of the following locally-implemented stormwater management
_ �[__ _ _ _l 9 9
❑ NSW
❑ USMP
programs apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
0c.Lg36j Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4. WQ Stormwater Pro ram Revie rbd137
❑ Coastal counties
a. at38
(4 6b_ _ j Which of the following state - implemented stormwater management programs
[I HQW
❑ ORW
apply (check all that apply):
❑ Session Law 2006 -246
❑ Other:
[4ti. rba1391 Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5. WQ 401 Unit Stormwater Revie rbaiao
05a.krbd141j Does the Stormwater Management Plan meet the appropriate
requirements?
® Yes ❑ No
ab. rbii 2j Have all of the 401 Unit submittal requirements been met?
® Yes ❑ No
Page 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version

• Y
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
J1a.Jrbd143j Does the project involve an expenditure of public (federal /state /local)
❑ Yes ® No
funds or the use of public (federal /state) land?
[I b fj dI44j If you answered "yes" to the above, does the project require
preparation of an environmental document pursuant to the requirements of the
❑ Yes ❑ No
National or State (North Carolina) Environmental Policy Act (NEPA/SEPA)?
11c.Vrba1451 If you answered "yes" to the above, has the document review been
finalized by the State Clearing House? (If so, attach a copy of the NEPA or SEPA
❑ Yes ❑ No
final approval letter.)
Comments:
2. Violations (DWQ Requirement)
Pair6a1461 Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500),
Isolated Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland
❑ Yes ® No
Standards, or Riparian Buffer Rules (15A NCAC 26 .0200)?
(2krbCM4 j Is this an after - the -fact permit application?
❑ Yes ® No
rbd1481 If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
(Sa.krbai49j Will this project (based on past and reasonably anticipated future
impacts) result in additional development, which could impact nearby downstream
❑ Yes ® No
water quality?
(3bl!bdl5oj If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in
accordance with the most recent DWQ policy. If you answered "no," provide a short narrative description.
Project connects existing development to development already under construction only.
4. Sewage Disposal (DWQ Requirement)
Kp.Jq!d_is j Clearly detail the ultimate treatment methods and disposition (non- discharge or discharge) of wastewater generated
from the proposed project, or available capacity of the subject facility.
NA
Page 10 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5. Endangered species and Designated Critical Habitat (Corps Requirement&652j
N- irkinj Will this project occur in or near an area with federally protected
❑ Yes ® No
species or habitat?
JWLrbd1saj Have you checked with the USFWS concerning Endangered
❑ Yes ® No
Species Act impacts?
_
�5c.�rba155j If yes, indicate the USFWS Field Office you have contacted.
Raleigh
❑
❑ Asheville
�Qrwm_6_ 1 What data sources did you use to determine whether your site would impact Endangered Species or
Designated Critical Habitat?
hffp://www.saw.usace.army.mil/WETLANDS/esa
6. Pssential Fish- Habitat (Corps Requirement)Jrbd157]
0a.krbdis8j Will this project occur in or near an area designated as essential fish
❑ Yes ® No
habitat?
0 .k!r d_ s9j What data sources did you use to determine whether your site would impact Essential Fish Habitat?
hffp://ocean.floridamarine.org/effi coral/ims /viewer.htm
- - - — -- - -- - - -- - -
7. istoric or Prehistoric Cultural Resources (Corps Requirement) r�dt6o
7[a.�[rbat6tj Will this project occur in or near an area that the state, federal or
tribal governments have designated as having historic or cultural
❑ Yes ® No
preservation status (e.g., National Historic Trust designation or properties
significant in North Carolina history and archaeology)?
V1b.Crba162j What data sources did you use to determine whether your site would impact historic or archeological
resources?
hftp://www.hpo.dcr.state.nc.us
8. JIFlood Zone-Desigoation (Corps Requirement)([rbdt63j
oa.Lrbat6aj Will this project occur in a FEMA- designated 100 -year floodplain?
❑ Yes ® No
I8birbdt6sj If yes, explain how project meets FEMA requirements:
(8c.,[rbd166j What source(s) did you use to make the floodplain determination? http: / /www.ncfloodmaps.com
Kevin J. Baker, P.E.
Executive Director
Piedmont Triad Airport Authority
1/11/2013
ApplicanttAgets Printed Name
Date
ican 's S natur rbd167
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
PCN Form —Version 1.3 December 10, 2008 Version

TA
MEW
Permit No. I ;;�" 1 D A 01
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Honda Connector
Contact person Larry J. Allen, PE (Michael Baker Engineering, Inc.)
Phone number 336.931 -1500
Date
Drainage area number
10- Jan -11
O��p W AIFAOG
y
O <
II. DESIGN INFORMATION
2.79
Site Characteristics
Drainage area
89,298.00 fe
Impervious area
34,848.00 fe
% Impervious
0.39
Design rainfall depth
1.00 in
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
2.79
in
Rational C, pre - development
0.30
(unitless)
Rational C, post - development
0.49
(unitless)
Rainfall intensity. l -yr, 24 -hr storm
0.12
inthr
Pre - development 1 -yr, 24 -hr peak flow
1.72
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
2.82
ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
1.10
ft3 /sec
Storage Volume: Non-SA Waters
Minimum required volume
2,977.00
ft3
Provided volume
20,907.00
ft3
OK
Sediment storage volume provided
6,205.00
ft3
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff volume
ft3
Post - development 1 -yr, 24 -hr runoff volume
ft3
Minimum required volume
ft3
Provided volume
ft3
Sediment storage volume provided
ft3
Basin Design Parameters
Drawdown time
3.00
days
OK
SHWT elevation
807.00
fmsl
Basin bottom elevation
809.00
fmsl
OK
Storage elevation
812.00
fmsl
Basin side slopes
3.0
:1
OK
Top elevation
814.50
fmsl
OK
Freeboard provided
1.00
ft
OK
Basin Bottom Dimensions
Basin length
70.00
ft
Basin width
35.00
ft
Length to width ratio
2.00
:1
OK
Form SW401 -Dry Extended Detention Basin -Rev 3 Parts I & 11 Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Additional Information
Total runoff volume captured by basin
0.82
ac -in
Forebay is not required
Forebay provided
N
(Y or N)
Is basin in a recorded drainage easement?
Y
(Y or N)
OK
Does basin capture all runoff at ultimate build -out?
Y
(Y or N)
OK
Is a sediment depth indicator included?
Y
(Y or N)
OK
Does the basin include a drain?
Y
(Y or N)
OK
Form SW401 -Dry Extended Detention Basin -Rev 3 Parts I & 11 Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
i ' I Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),,
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
- Basin dimensions
- Pretreatment system,
- Maintenance access,
- Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications.
/ ' �� ^ 3. Section view of the basin 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized. (BASin i9 evia'skvNqSQd►."%&JC
7. The supporting calculations. bas Mt
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
9. A copy of the deed restrictions (if required).
r l/✓ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Dry Extended Detention Basin -Rev.3 Part III. Required Items Checklist, Page 1 of 1

Permit Number:
(to be provided by DWQ)
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):
❑ does ® does not
This system (check one):
❑ does ® does not
incorporate a vegetated filter at the outlet.
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:
Potential problem:
How I will remediate the problem:
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:
Potential problem:
How I will remediate the problem:
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
swale
applicable).
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:
Potential problem:
How I will remediate the roblem:
The embankment
Shrubs or trees have started
Remove shrubs or trees
to grow on the embankment.
immediately.
Grass cover is unhealthy or
Restore the health of the grass cover
eroding.
- 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 reads 809.8 feet in the main pond, the sediment shall be removed.
When the basin depth reads
Sediment Removal
Bottom
FOREBAY
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Temporary Pool Elevation 812.0
tpora Pool Temporar3
olume - - - - -- Sediment Removal Elevation 809.8----- - - - - -- Volume
Sediment
Storage
Bottom Elevation
MAIN POND
Form SW401 -Dry Detention O &M -Rev.3 Page 3 of 4
25%

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 party.
Project name:Honda Connector Road
BMP drainage area number:
Print name:Kevin J. Baker, PE
Title:Executive Director
Address: l000A Ted Johnson Parkway, Greensboro, NC 27409
Date:
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,
a Notary Public for the State of
N L , County of ( L � , do hereby certify that
kZ°I Iih personally appeared before me this 6
day of ,ZO i3 , and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal,
STEPHANIE H. FREEMAN
NOTARY PUBLIC
GUILFORD COUNTY, NC
Commission Expires: 10 -23 -2014
SEAL
My commission expires to Lzg I -10m
Form SW401 -Dry Detention O &M -Rev.3 Page 4 of 4

THE LPA GROUP OF NORTH CAROLINA, P.A.
JOBN� %il
7031 Albert Pick Road SHEET NO. / OF
Suite 302
GREENSBORO, NC 27409 CALCULATED BY LJ 61 DATE
(336) 393 -0441
FAX [phone] CHECKED BY DATE
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THE LPA GROUP OF NORTH CAROLINA, P.A.
7031 Albert Pick Road
Suite 302
GREENSBORO, NC 27409
(336) 393 -0441
FAX [phone]
JOB
SHEET NO OF_
CALCULATED BY DATE
CHECKED BY DATE
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Page 1
BASIN C SURFACE
AREA.tXt
Honda connector
Road
Basin C Storage
volume
Elevation
Incremental volume
cumulative volume
Acre -Feet
Surface Area
cu ft.
cu ft
sq ft
810.00
6205.670
6205.670
0.142
6579.246
811.00
6961.073
13166.743
0.302
7347.028:
812.00
7741.232
20907.975
0.480
8139.5671
813.00
8546.150
29454.125
0.676
8956.860;
g�
Page 1

LAllen HondaConnector
Basin C
Guilford County, North Carolina
Hydrograph Peak /Peak Time Table (Trial #1)
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach ANALYSIS: 5 -Yr 10 -Yr 25 -Yr 100 -Yr 1 -Yr
Identifier
(hr) (hr) (hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
ConnRoad 3.40 5.44 7.40 8.67 13.44 2.37
11 -.94 -- - - 11.94 - - - 11:94- - - 11. -94 - 11.93 - - -11.95 -- - - - -
REACHES
basinc 3.40 5.44 7.40 8.67 13.44 2.37
11.94 11.94 11.94 11.94 11.93 11.95
Down 0.98 1.09 1.18 1.24 1.41 0.85
12.13 12.17 12.25 12.30 12.46 12.11
OUTLET 0.98 1.09 1.18 1.24 1.41 0.85
WinTR -55, Version 1.00.09 Page 1 1/11/2013 3:23:39 PM

LAllen HondaConnector
Basin C
Guilford County, North Carolina
Hydrograph Peak /Peak Time Table (Trial #2)
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2 -Yr 5 -Yr 10 -Yr 25 -Yr 100 -Yr 1 -Yr
Identifier
(hr) (hr) (hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
ConnRoad 3.40 5.44 7.40 8.67 13.44 2.37
- 11 -.94- - 11.94 -- - - -11:94 11.94- - 11:93- - - 11.95 - - - - - - - - - -
REACHES
basinc 3.40 5.44 7.40 8.67 13.44 2.37
11.94 11.94 11.94 11.94 11.93 11.95
Down 1.63 1.81 1.96 2.05 2.35 1.20
12.08 12.11 12.12 12.14 12.18 12.08
OUTLET 1.63 1.81 1.96 2.05 2.35 1.20
WinTR -55, Version 1.00.09 Page 1
1/11/2013 3:23:39 PM

LAllen HondaConnector
Basin C
Guilford County, North Carolina
Hydrograph Peak /Peak Time Table (Trial #3)
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2 -Yr 5 -Yr 10 -Yr 25 -Yr 100 -Yr 1 -Yr
Identifier
(hr) (hr) (hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
ConnRoad 3.40 5.44 7.40 8.67 13.44 2.37
- 11 -: 94 - - - - 11.-94 11:94 - - -11.94 - - - 11.93 -- - - 11.95
REACHES
basinc 3.40 5.44 7.40 8.67 13.44 2.37
11.94 11.94 11.94 11.94 11.93 11.95
Down 2.46 3.41 3.77 3.95 4.66 1.71
12.06 12.06 12.07 12.08 12.10 12.06
OUTLET 2.46 3.41 3.77 3.95 4.66 1.71
WinTR -55, Version 1.00.09 Page 1
1/11/2013 3:23:39 PM

i fflnTR -S Output H
Upstream, Downstt
8
-
5-
F
1 4
0
w
3
2
ydro0i
am
M
Project: HondaConnector 11110013
Rewlw (basilic) Storrm 10-Yr
6new Be),
Upstram basin
—
t>mrshvam basin
- --- --- --- t0- Yr.Dmnstmm
0
2. 4. 8. 87 10. 12. 14. i8. 18. 20. 22. 24.
T I M E (his)

WinTR -M Output Hydrograph Project: HondaConnector
Upstream, Omnstream Reach; (basinc) Storm: l- -Yr
<new file>
2.0
1.5
F
I
o
1.0
.5
.o
2. 4. 6. 8. 10.
T I M E (hrs)
111112013
Upstmm basin
— — b mnshx= basin
-- -- ------ 10- Yr,Dmunshvma
14. 18. 18.

O
REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
PTIA - EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA
ECS CAROLINAS, LLP
PROJECT NUMBER 09.19988
PREPARED FOR
PIEDMONT TRIAD AIRPORT AUTHORITY
GREENSBORO, NORTH CAROLINA
JULY 229 2011
REVISED: AUGUST 17, 2011
l
JAN 1 4 2013
D NR - �v 4 ®UALIIY

_.— —�
E&�
CAROLINAS, LLP "Setting the Standard for Service"
LLP ECS C _
Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F -1078
Mr. Kevin Baker
Piedmont Triad Airport Authority
PO Box 35445
Greensboro, North Carolina 27425
July 22, 2011
Revised August 17, 2011
ECS Project No. 09.19988
Reference: Report of Preliminary Subsurface Exploration and Geotechnical
Engineering Analysis
PTIA — East Site Development
Greensboro, North Carolina
Dear Mr. Baker
ECS Carolinas, LLP (ECS) has completed a preliminary subsurface exploration for the
subject site as authorized by acceptance of our Proposal No. 09.17937, dated July 13,
2011. The purposes of this exploration were to explore the subsurface conditions at the
site and to develop geotechnical recommendations to guide design and construction of the
project. This report presents our evaluations and recommendations, the results of our
exploration, our scope of work, and our understanding of the project information. The
report was revised to add 3 borings In an additional borrow area adjacent the site.
This report is provided for the use of Piedmont Triad Airport Authority. This report is not
intended to be used or relied upon in connection with other projects or by other
unidentified third parties without the written permission of ECS. The unauthorized use of
this report by any undesignated third party or parties will be at such party's sole risk and
ECS disclaims liability for any such unauthorized third party use or reliance.
ECS appreciates the opportunity to provide our professional services during this chase
of your project. Please contact us if you have questions concerning the folic
Respectfully,
ECS CAROLINAS, LLP
Lorin E. Akins
Project Manager
Attachments
A.. G
Reviewed by: usseil A. Bend(
Principal Engineer
Licensed NC 024430
cc: Mr. Alex Rosser w/ Michael Baker Engineering
4811 Koger Boulevard • Greensboro, NC 27407 • T: 336 - 856 -7150 • F: 336- 856 -7160 www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Mid - Atlantic, LLC • ECS Southeast, LLC ECS Texas, LLP

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July22, 2011
Revised August 17, 2011
REPORT SUMMARY
We request you read the entire contents of this report. Recommendations and
clarifications are contained in the body that are not in the report summary.
Prolect Information
The project consists of development of the site northeast of the existing Honda Aircraft
Facility on Ballinger Road. While plans for the proposed facility are in the preliminary
phase, we understand that the project will consist of construction of two facilities, a concrete
apron and asphalt driveways and parking lots. The northern facility has a proposed
finished floor elevation of 882 feet and the southern facility has a proposed finished floor
elevation of 825 feet. We anticipate maximum cuts of 30 feet and maximum fills of 50 feet.
The site was used as a borrow site for the Honda Aircraft Facility. ECS performed 10
borings on this site previously (ECS project No.: 09.13835 -C dated March 7, 2007). The
project also includes evaluating the site adjacent the Leonard Center for use as a borrow
source.
Subsurface Conditions
The borings typically encountered undisturbed residual soils and partially weathered
rock derived from the in -place weathering of parent rock. Hard, unweathered rock was
also encountered by the borings. Fill was encountered in one boring location. The
encountered conditions are summarized on the Generalized Subsurface Profile in
Appendix E. Additional information is provided on the soil boring logs in Appendix E.
Fill soils consisting of medium stiff to stiff fine to medium sandy slit and clayey silt were
encountered in boring B -210 to depths of 5.5 feet below existing grades. Standard
Penetration Test values within the fill ranged from 5 to 9 blows per foot. We consider the
encountered fill to be variably compacted based on these SPT values. We did not find
evidence of debris, trash, or excessive fibrous organic materials within the fill.
The undisturbed residual soils generally consisted of soft to hard clayey silts, fine to
medium sandy silt, fine to medium sandy clay, clayey fine to coarse sand, and loose to
very dense silty fine to coarse sand. The residual soils had SPT resistance values
ranging from 4 to 50 blows per foot. Partially weathered rock and auger refusal
materials were encountered by borings B -204, B -206, B -207, B -208, B -214 and B -215.
Recommendation Summant
• Based on proposed finished grades, we do anticipate partially weathered rock
and rock would be encountered during footing and utility excavations, in areas of
borings B -204, 8-206, B -207, B -208, B -214 and B -215 at depths of 15.5 to 26.0
feet below existing grades.
• Based on planned finished grades, groundwater should be expected at or above
the planned grades for the southern portion of the site. It is our opinion that

PTM — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July22, 2011
Revised August 17, 2011
groundwater ranges in elevation between 830 and 820 feet. Capillary rise in fine
grained soils may be 10 feet above top of groundwater. Permanent groundwater
control would be necessary if facilities are constructed at the planned grades in
this portion of the site.
Non - plastic site soils are suitable for use as controlled fill, though some higher
plasticity soils, such as the MH and CH soils which were encountered throughout
the site within 3.5 to 12.0 feet below existing grades, may be used in fill areas
outside building and pavement areas, and 4 feet below bottom of footing
elevation. Lime stabilization would be appropriate for treatment of these higher
plasticity soils if placed within the upper 5 to 6 feet of final grades. This will
provide stabilization for building pads, aprons, and pavements that may be
graded but not constructed immediately.
The majority of the on -site soils planned to be cut and used as fill are wet and will
require drying prior to achieving compaction. Additional time should be allowed
in the contract for drying of wet soils. Site grading should also be planned for the
summer months, if possible, to take advantage of the best weather for drying
soils. If site grading will occur during the fall, winter or spring, we recommend that
contingencies be placed in the budget for lime to help drying. For drying
purposes, approximately 3% lime (by weight) should be budgeted for at least half
of the proposed cut volume of soil. Soils within 10 feet of stabilized groundwater
may be wetter than expected due to capillary action within the fine grained soils.
a Soils from utility excavations may be too wet to achieve compaction during
backfill operations of utility excavations in the south and east portions of the site
due to groundwater. Temporary groundwater control may also be necessary
during utility excavations.
We recommend a contingency be put in place for installation of a french drain at
the toe of the slope adjacent borings B -204, B -205, B -206, and B -207.
a The soils in planned borrow area adjacent The Leonard Center (B -216, B -217, 6-
218) and adjacent the site (B -219, B -220, B -221) are suitable to use as controlled
fill; however, some of the soils are wet and will require drying.
We recommend a preliminary Seismic Site Classification C in accordance with
the North Carolina Building Code based on the encountered conditions.
The existing soil conditions are suitable for the proposed building to be supported
on shallow foundations bearing on undisturbed residual soils and new compacted
controlled fill. Preliminary recommendations for shallow foundations should
indicate an allowable net bearing pressure of up to 3,000 pounds per square foot.
IV

PTIA - East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July22, 2011
Revised August 17, 2011
SITE CONSTRUCTION AND EARTHWORK
Excavation Conditions
Partially weathered rock and auger refusal materials were encountered in the borings B -204,
B -206, B -207, B -208, B -214 and B -215 at depths of 15.5 to 26.0 feet below existing grades.
It should be possible to excavate soils above partially weathered rock using conventional
equipment (scrapers, loaders and bulldozers).
Partially weathered rock with SPT values of 50/6' to 50/37 can often be excavated from open -
cut excavations by ripping with a Caterpillar D -8 bulldozer equipped with a single tooth ripper.
Although it may be possible to rip the top few feet of PWR with SPT values stronger than 50/3 ",
or even auger refusal materials, we recommend the contractor should be prepared to use
pneumatic hammers or blasting to excavate these materials. We recommend using pneumatic
hammers or blasting to make confined excavations (footings or utility trenches) in any PWR.
The site soils are OSHA Type B and C soils for the purpose of excavation support.
Excavations should be constructed in compliance with current OSHA standards for
excavation and trenching safety. Excavations should be observed by a "competent person",
as defined by OSHA, who should evaluate the specific soil type and other conditions, which
may control the excavation side slopes or the need for shoring or bracing.
Groundwater Control
Based on planned finished grades, groundwater control is expected to be necessary for this
project in the southern and eastern portion of the site.
Groundwater control is the purposeful drawdown of groundwater below subgrades,
foundations, slabs, or pavements to facilitate construction and to mitigate long term
problems associated with groundwater. Whatever method used, the groundwater control
should be in place and operating continuously (around the clock) to achieve and maintain
the desired drawdown in advance of excavation, proofrolling, compaction or other
construction.
Temporary groundwater control measures typically consist of gravity ditches, well points,
SUMP pumps, pumping from gravel lined and cased sumps, or other suitable methods. It is
the contractor's responsibility to plan for and budget for temporary groundwater control. The
means and methods of lowering the groundwater are at the contractor's discretion.
Permanent groundwater control measures typically consist of French drain systems and/or
permanent sumps.
Subgrade Preparation
Site preparation should begin with stripping all vegetation, root -zone, and all other soft or
unsuitable material from the proposed building and pavement areas. We expect a stripping
depth of at least 3 inches based on the borings, however, deeper stripping depths are
should be anticipated. Stripping depths will vary depending on the time of the year. During
the wet seasons stripping may be deeper due to saturated soils on the surface.

PTIA — East Site Development
Greensbow, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
Following stripping and rough excavation, but prior to placing controlled fill, the exposed
subgrades should be proofrolled. Unstable areas identified by proofrolling should be
undercut to firm materials. If firm soils are not encountered within 3 feet below subgrade
elevation in grade slab and pavement areas, the deeper unstable materials should be
evaluated by the project geotechnical engineer to determine if these materials may remain
in place. Any undercut areas should be backfilled with controlled fill.
Appropriate proofrolling equipment typically consists of a dump truck having a single rear
axle with axle weight of at least 10 tons, or a dump truck having a tandem rear axle with axle
weight of at least 20 tons. Alternate equipment, such as a fully loaded pan scraper, may be
utilized with approval of the geotechnical engineer responsible for evaluating the subgrade
during construction.
Proofrolling consists of driving the appropriate equipment over the subgrade at a walking
pace. The proofrolling equipment should make overlapping passes across the subgrade in
the same direction, with the overlap not exceeding h the width of the equipment. A second
set of overlapping passes should then be made in a direction perpendicular to the first set of
passes.
Earthwork
The majority of the on -site soils planned to be cut and used as fill are wet and will require
drying prior to achieving compaction. Additional time should be allowed in the contract for
drying of wet soils. Site grading should also be planned for the summer months, if possible,
to take advantage of the best weather for drying soils. If site grading will occur during the
fall, winter or spring, we recommend that contingencies be placed in the budget for lime to
help drying. For drying purposes, approximately 3% lime (by weight) should be budgeted for
at least half of the proposed cut volume of soil. Additionally, soils removed during utility
installations may be too wet to reuse as backfill in order to achieve compaction due to
existing groundwater elevations.
When dry, the majority of the site soils should provide adequate subgrade support for fill
placement and construction operations. When wet, the soil may degrade quickly with
disturbance from construction traffic. Good site drainage should be maintained during
earthwork operations to prevent ponding water on exposed subgrades. Soil subgrades should
be protected from rain by "sealing" the subgrades prior to forecast precipitation. Sealing
subgrades can be performed by rolling with rubber -tired equipment, but ruts should not be
created, or by rolling with a smooth steel -drum roller without vibration. Subgrades that have
been sealed should be scarified prior to receiving additional fill.
If site soils are initially placed at planned subgrade elevations and are left exposed over a
period of time, the exposed soils may become soft and wet and may become holding areas
for trapped water. Even compacted fill soils left exposed for long periods of time will
degrade due to exposure. The lack of confinement at the surface and cycles of wetting and
drying through the seasons will soften and loosen the compacted fill, or in the case of cut
subgrades the removal of overburden pressure promotes rebound and can allow the
surficial soils to relax over time. The disturbance can extend as deep as 1 foot, or possibly
more depending on soil types and exposure conditions. Leaving site grades high allows for
a sacrificial layer of soil that can then be removed from the final subgrade at the time of
2

PTIA - East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
future construction to reduce the need for undercutting and replacement below planned
grades.
Controlled Fill
Site soils are suitable for use as controlled fill. The higher plasticity soils, such as the MH
and CH soils may be used in fill areas outside of the building and pavement areas, and 4
feet below bottom of footing or pavement subgrades. Lime stabilization would be
appropriate for treatment of these soils if placed within the upper 5 to 6 feet of final grades.
We recommend a shrinkage factor of 10 to 15 percent when calculating earthwork quantities
using on -site soils for fill.
Controlled fill should be compacted to at least 95 percent of the maximum dry density
obtained in accordance with ASTM Specification D -1557, Modified Proctor Method.
Aggregate base course (ABC) stone should be compacted to 95 percent of Modified Proctor
maximum dry density under building slabs and to at least 100 percent density under
pavements.
The maximum loose lift thickness depends upon the type of compaction equipment used:
The moisture content at the time of compaction should be within 3 percent of the optimum
moisture content determined by ASTM D1557. Some soils will require a moisture content
closer to optimum to facilitate compaction, while other soils can be adequately compacted at
moisture contents even more than 3 percent away from optimum. For this reason, the
moisture content of the fill should not be the sole reason for failing a field density test. If the
density test indicates the fill is adequately compacted but the moisture content is more than
5 percent away from the optimum moisture content, the density results should be reviewed
by the geotechnical engineer who should then recommend whether the fill should be
accepted or rejected.
Controlled fill should be soil that has less than 5 percent fibrous organic content and a liquid
limit and plasticity index less than 50 and 20, respectively. Soils with Unified Soil
Classification System group symbols of SP, SW, SM, SC, and ML are suitable for use as
controlled fill. Soils with USCS group symbol of CL which meet the restrictions for liquid limit
and plasticity index are also suitable for use as controlled fill. Soils with a liquid limit less
than 70 and a plasticity index less than 35 can be used as fill deeper than 4 feet below final
grade, but only if the soil can be adequately compacted.
Controlled fill should be benched into the sides of slopes steeper than 4:1 (H:V) to improve
the bond between the fill and the undisturbed soils. Each bench cut into a slope should be
3

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
at least 12 inches but not more than 60 Inches high. The benches should be wide enough
to allow operation of the compaction equipment within the benched area so that fill can be
placed on the bench and over the rest of the fill in continuous layers.
We recommend that all fill operations be observed and tested by an engineering technician
to determine if compaction requirements are being met. The testing agency should perform
a sufficient number of tests to confirm that compaction is being achieved. For mass grading
operations we recommend a minimum of one density per 500 cubic yards of fill placed or
per 1 foot of fill thickness, whichever results in more tests. We recommend at least one test
per 1 foot thickness of fill for every 100 linear feet of utility trench backfill.
Density tests in the field should be performed using the Drive Tube Method (ASTM D2937),
the Sand Cone Method (ASTM D1556), or the Nuclear Method (ASTM D2922). If the
Nuclear Method is used, the moisture content determined by the nuclear density equipment
should be verified by performing one moisture content test per ASTM D2216 for every five
nuclear density tests.
4

PTIA — East Site Development
Greensboro, North Carolina
ECS Projeot No.: 09.19988
Jury 22, 2011
Revised August 17, 2011
PRELIMINARY BUILDING CON9MUCTION
PmUrninary Sef$r nic Cond[tlo
We recommend a preliminary Seismic Site Classification C In accordance with the North
Carolina Building Code based on the encountered conditions.
Pr+ellminam Ruildina Foundations
We recommend the proposed building be supported on shallow foundations bearing on
undisturbed residual soils and new compacted controlled fill. Preliminary shallow
foundations should be designed for an allowable net bearing pressure of up to 3,000 pounds
per square foot. The allowable net soil bearing pressure refers to that pressure which may be
transmitted to the foundation bearing soils in excess of the surrounding overburden pressure.
Based on borings higher plasticity soils, such as the MH and CH soils that were
encountered throughout the site, lime stabilization would be appropriate for treatment of
these higher plasticity soils if placed within the upper 5 to 6 feet of final gradds. This will
provide stabilization for building pads, aprons, and pavements that may be graded but not
constructed immediately.
6

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
ReWsed August 17, 2011
Appendix A — Explora Results
Appendix B — Exploration Proc=
Appendix C — Prolect Qescriotlon
Appendix D — Flenort Quallficetlons
Appendix E — Illustratio_ns,
Site Location Map
Boring Location Plan '
Generalized Subsurface Profile
Legend Sheet and Unified Soil Classification System
Soil Test Boring Logs
Appendix F — Lebora= Test Results
Moisture Density Relationship Curve
Afterberg Limits
&Vndix G — Previous Subsurface Exploration
Boring Location Diagram
Soil Test Boring Logs
i
a

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 0919988
July22, 2011
Revised August 17, 2011
APPENDIX A - EXPLORATION RESULTS
SRe Conditions
The site is currently an undeveloped site that was previously an old golf course /driving range.
This area was used as a borrow pit area for the Honda Aircraft project. Site grades generally
slope from north to south. The site is open and partially wooded. We did not observe
indications of former groundwater springs or rock outcrops during our site visit.
Re lonal Qeoloulf
The site Is located in the Piedmont Physiographfc province of North Carolina. The Piedmont
extends generally from Alabama to southern Pennsylvanfa and extends from the Valley and
Ridge province in the west to the Coastal Plain province to the east. The soils in the
Piedmont were formed by In -place weathering of parent rock and are termed residual soils
(or saprolite), The typical residual profile consists of a clayey near surface horizon, where
weathering is most severe, transhloning to sifts and sands with Increasing depth. The
materials transition to partially weathered rock (PWR), which Is designated for geotechnical
engineering purposes as residual material with a Standard Penetration Test resistance In
excess of 100 blows per foot. The degree of weathering typically decreases with depth until
solid bedrock is encountered. Due to differential weathering along seams and less resistant
materials, it is not uncommon to encounter seams and layers of harder materials within
partially weathered rock.
A review of the Geologic Map of North Carolina (1985) indicates the site is underlain by
Metamorphosed Granitic Rock of the Carolina Slate Belt.
It is important to note that the natural geology within portions of the site may have been
modified in the past by the placement of fill materials. The qualify of man -made fills can vary
significantly, and it is often difficult to assess the engineering properties of existing fills.
Furthermore, there is no specific correlation between N- values from the standard
penetration test and the degree of compaction of existing fill soils; however, a qualitative
assessment of existing fills can sometimes be made based on the N- values obtained and
observations of the materials sampled in the test borings.
Soil Conditions
The borings typically encountered undisturbed residual soils and partially weathered rock
derived from the In -place weathering of parent rock. Hard, unweathered rock was also
encountered by the borings. Fill was encountered in one boring location. The encountered
conditions are summarized on the Generalized Subsurface Profile In Appendix E. Additional
information is provided on the soil boring logs in Appendix E.
Fill soils consisting of medium stiff to stiff fine to medium sandy silt and clayey silt were
encountered in boring B -210 to depths of 5.5 feet below existing grades. Standard
Penetration Test values within the fill ranged from 5 to 9 blows per foot. We consider the
encountered fill to be variably compacted based on these SPT values. We did not find
evidence of debris, trash, or excessive fibrous organic materials within the fill.
F

PT1A — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
The undisturbed residual soils generally consisted of soft to hard clayey silts, fine to medium
sandy silt, fine to medium sandy clay, clayey fine to coarse sand, and loose to very dense
silty fine to coarse sand. The residual soils had SPT resistance values ranging from 4 to 50
blows per foot. Partially weathered rock and auger refusal materials were encountered by
borings B -204, B -206, B -207, B -208, B -214 and B -215.
Groundwater Conditions
Groundwater was encountered between elevations 814 feet and 828 feet at the time of the
exploration. The borings caved -in at depths of 11 to 33 feet below existing grades. In this
geology, the cave -in depth of a boring is often an indication of the stabilized water level
although the water level may be a few feet below the cave -in depth and therefore cannot be
directly observed. It is our opinion that groundwater ranges in elevations between 830 and
820 feet.
In general, shallow unconfined groundwater movement within the soils overlying bedrock is
controlled largely by topographic gradients. Movement in this water table is generally from
higher to lower elevations. 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, surface
water runoff, and other factors. Normally, the highest groundwater levels occur in the late
winter and spring and the lowest groundwater levels occur in the late summer and fall.
8

PTIA — East site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2d 11
APPENDIX B - EXPLORATION PROCEDURES
Soil Test 8orinos
Eighteen soil test borings, denoted B-201 through B -218, were performed on July 13 -15,
2011 and three additional borings, denoted B -219 through 8-221, were performed on
August 4, 2011 at the approximate locations shown on the Boring Location Plan In Appendix
E. The boring locations were selected by ECS and Michael Baker Engineering and were
staked In the field utilizing our GIPS. Boring elevations were interpolated from topographic
contours shown on the drawing provided by Mr. Alex Rosser, P.E: of Michael Baker
Engineering.
Drilling was performed by a Deidrich D -50, truck - mounted drill rig using continuous - flight
hollow stem augers. Soil samples were obtained by means of the split - barrel sampling
procedures in accordance with ASTM Specification D -1586. In the split - barrel sampling
procedure, a 2 -inch O.D., split - barrel sampler is driven into the soil a distance of 18 inches
by means of a 140 -pound hammer falling 30 inches. The number of blows required to drive
the sampler through a 12 -inch interval is termed the Standard Penetration Test (SPT) value
and is indicated for each sample on the boring logs. This value can be used to provide a
qualitative indication of the in -place relative density of cohesionless soils. In a less reliable
way, it also indicates the consistency of cohesive soils. This indication is qualitative, since
many factors can significantly affect the SPT value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer - rod - sampler assemblies.
Representative portions of each SPT sample were sealed in airtight containers and returned to
our laboratory for classification, testing, and storage. The soil samples were visually classified
in general accordance with the Unified Soil Classification System (USCS). The basic elements
of the USCS are described on a legend sheet attached in Appendix E and in ASTM 132487.
Additional information from each soil boring is provided on the individual soil test boring logs in
Appendix E.
Laboratory TestIna Prouram
Selected SPT samples from borings B -201 through 205 and 8-208 through B -218 were tested
for natural moisture content in accordance with ASTM D2216. Results are indicated on the
individual boring logs in Appendix E.
Selected SPT samples from borings B -204, B -212 and 8 -216 were tested for Atterberg Limits
in accordance with ASTM D4318. Results are indicated on the individual boring logs and in
Appendix F.
Bulk samples from borings B -204, B -212, and B-216 were tested for Modified Proctor
compaction in accordance with ASTM D -1557. Results are presented on the Moisture Density
Relationship Curve in Appendix F.
9

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
APPENDIX C - PROJECT DESCRIPTION
The project consists of development of the site northeast of the existing Honda Aircraft Facility
on Ballinger Road. While plans for the proposed facility are in the preliminary phase, we
understand that the project will consist of construction of two facilities, a concrete apron and
asphalt driveways and parking lots. The northern facility has a proposed finished floor
elevation of 882 feet and the southern facility has a proposed finished floor elevation of 825
feet. We anticipate maximum cuts of 30 feet and maximum fills of 50 feet.
The site was used as a borrow site for the Honda Aircraft Facility. ECS performed 10 borings
on this site previously (ECS project No.: 09.13835 -C dated March 7, 2007. The project also
includes evaluating the site adjacent the Leonard Center for use as a borrow source.
Project information was provided from Mr. Alex Rosser, P.E. with Mibhael Baker
Engineering. We have received a site sketch indicating the site boundaries, building
footprint, existing and future contours and parking lot areas.
10

PTIA — East site Development
Greensbo% North Carollna
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
APPIENDU(D — REPORT OUALIFfCAl IONS
This report has been prepared in order to aid in the evaluation of this site and to assist the
Owner and Engineer in the feasibility study of the project. The report scope is limited to the
specific project and location described, and the project description represents our
understanding of the significant aspects relevant to soil and foundation characteristics.
The recommendations in this report have been developed using generalized subsurface
conditions based on the soil test borings performed. Subsurface conditions can vary
laterally and with depth, and significantly different conditions may exist at locations between
the borings. Conditions different from those encountered by the borings and described in
this report may require modifications to the geotechnical recommendations for the project.
The recommendations In this report were developed based on assumptions made by ECS
regarding the likely site earthwork. While we believe our assumptions to be reasonable
based on our experience with similar projects, it is possible that specific project information
may lead us to alter or modify our recommendations. We strongly recommend that we be
given an opportunity to review design and construction information related to the project as
soon as it becomes available so we can assess whether additional exploration or analyses
maybe warranted.
We recommend that the construction activities be monitored by a qualified geotechnical
engineering firm to provide the necessary overview and to check the suitability of the
subgrade soils for support of slabs, pavements, and footings. We would be pleased to
provide these services.
11

PT1A - East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July22, 2011
Revised August 17, 2011
APPENDIX E - ILLUSTRATIONS
12

SCALE (1" °3,000)
1b00 3000
3000 0
REFERENCE:
USGS TOPOGRAPFQC MAP
GUILFORD, NC QUADRANGLE
DATED 1951, REVISED 1994
m7p
CAROLINAS
F FIGURE I
E LOCATION MAP
AST SITE DEVELOPMENT
GREENSBORO, NC
S PROJECT 09.19988
1

tip.^'. %r.� .^��'••����n.r� -� . �Tti!ti o�+a+�r' �. -� _ _�"'���'i
� •, ! J ',.. � X716111 B1rp1 -a - � jCl I ._ `� -' -�' ,
J
_i
N
�y
a
*
SCALE (IN FEET)
200
400
60 0
REFERENCE:
SITE PLAN PROVIDED BY
BAKER CORPORATION
r == r
Eft L
CAROLINAS
r
1,• t,
FIGURE 2 -A
BORING LOCATION PLAN
PTIA EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA
1CS PROJECT 09.19988

890
880
860
880
Z
Q 840
W
w
830
820
810
.FF Elsft
8 -202
800---,
8-201
b
1
t9
1
B -203
3. VERTICAL DISTANCES ARE NOT TO SCALE.
4. GROUND SURFACE ELEVATIONS AT BORINGS WERE WEVOLAMM
®w -�wm sw
®n,_m, nummr aT
9
FROM CONTOURS SHOWN ON FIGURE 2.
14
14
9
L11
>a
_
sm
p
%
i
I
SA
s. ';
E08 @25.0'
t-
,'
EOB @ 15.0'
EL 862.00
(DRV)
EL 857.00
(DRY)
E08
OB @ 15.0'
85500 n
(DRY)
8-204 14 I SA 8-208
1 8-206
:K I 8-209
n I 6 207
9 MR 10
24 a 9 14 65L 13 Cti
20 � u 9
26 9M 14 A0. 24 i 39 ! ML 10 m" p
>b
se 14 O , au .736 ' i AL
�rROX Ft£. az9 SA a
gab
O 1'8 1 j( . I 4 14L
AW j 3µ 19
m 9a9 WR wa f 1
6w �
9a4 a 9oi3 eaa a R
90/6 �
t0.
90.6 EOB @40.0' EOB @ 29.0' EO @ 2 gas
E08 @ 34.0' EL 812.00 EL 812.OD EL 813.75 E08 @ 30.0'
EL 809.00 EOB @ 35.0' EL 810.00
(DRY) EL 808.00 (DRY)
(DRY)
800---,
b
• - "" "0`
'"- "°'"®°°'°°
i°�-
NOTES:
1. NUMBERS NEXT TO BORINGS REPRESENT STANDARD PENETRATION
TEST' RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
2. HORIZONTAL DISTANCES NOT TO S
1
3. VERTICAL DISTANCES ARE NOT TO SCALE.
4. GROUND SURFACE ELEVATIONS AT BORINGS WERE WEVOLAMM
®w -�wm sw
®n,_m, nummr aT
m� -rovnee
FROM CONTOURS SHOWN ON FIGURE 2.
C®
890
[:II•'
870
860
850
rm-
m
840 >
O
Z
830
820
810
800
FIGURE 3 —A
GENERALIZED
SUBSURFACE PROFILE
PTIA EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA
800---,
mum
®W n Pot"" ®°_an1p�
®w -�v10m °i°a ° -=ow
eo - asa rao
• - "" "0`
'"- "°'"®°°'°°
i°�-
NOTES:
1. NUMBERS NEXT TO BORINGS REPRESENT STANDARD PENETRATION
TEST' RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
2. HORIZONTAL DISTANCES NOT TO S
3. VERTICAL DISTANCES ARE NOT TO SCALE.
4. GROUND SURFACE ELEVATIONS AT BORINGS WERE WEVOLAMM
®w -�wm sw
®n,_m, nummr aT
m� -rovnee
FROM CONTOURS SHOWN ON FIGURE 2.
C®
890
[:II•'
870
860
850
rm-
m
840 >
O
Z
830
820
810
800
FIGURE 3 —A
GENERALIZED
SUBSURFACE PROFILE
PTIA EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA

850 - -- - - -- -- - — - - -- - - -- — _ - 850
B -219 8-220
B -210 B -212
B -214 B -215 it u 8-221
840 - B -21i q -- - I - B zls u a + I 840
9 8-216
5 CH 2O 9 lz
° F711 >E 13 32 SAI ti MN ° i SN a
u
Z 830 1' ° a a -- B -213 7° - — " °L - B-217 u - —a 830 m
— v ro at
p T u� x� � u ° u rn
P— NN At 11 - _ AFFROX FFEs 623 _'7 ML 26 ° JKH t !1L ° � Via{
Q SA—
is � 4 �, �I u 7 k 13 i M
w820 — -u - — - 4 mt u 9 is RL a ' ''" -- 820' Z
u is
Ze n ; m 7 °oiu aa6 ° EOB @ 15.0' �p7 IAL
Y WA EL 817.00 3 33 11 611
EOB @ 250 EOB @ 20.0' ro 6v (DRY) u
EL 814.00 - E08 @ 20.0' 13 EL 815.00 _- —5W6 _ 7 EOB @ 30 0._ EOB @�0 0_
810 -_ - - -_ EOB @z50— 810
(DRY) EL 81300 EOB @ 15.0' (Dm EOB @ 25.0' EOB @ 20.0' EL 812.00 EL 812.00
(ORy) 17 EL 810.00 EL 810.00 EL at 6 (DRy) EL 811-00
(DRY) (DRY) (DRY) (DRY)
EOB @ 35.0' E08 @ 20.0'
800 _ EL 805.00 _ - -- EL 805.T -
Boo
(DRY) (DRY) - - - - —
a- AYmllat NOTES: REP
®'LL' °°LTMO 1. NUMBERS NEXT TO BORINGS RESENT STANDARD PENETRATION FIGURE 3 —B
TEST RESISTANCE IN BLOWS PER FOOT (AMU D1588). GENERALIZED
2. HORIZONTAL DISTANCES NOT TO SCALE.
3. VERTICAL DISTANCES ARE NOT To SCALE. SUBSURFACE PROFILE
o -1mo a.m aea a -an m a- aimtu>om ®m 4. GROUND SURFACE ELEVATIONS AT BORINGS WERE WTERPOLATED N&P PTjA EAST SITE DEVELOPMENT
eaeraan n- ie.luaenaAr .,� FROM CONTOURS SHOWN ox FIGURE z. GREENSBORO, NORTH CAROLINA
.- �uaass® ®a -aa wow+m a =
7 % J� 6_o z 6_ a T a CAROLINAS - „~„ mium

REFERENCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
Inches on a 2 -inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N- value.
A. Non - Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows /ft Loose With 5% to 12%
11 to 30 blows /ft Medium Dense
31 to 50 blows /ft Dense
Over 51 blows/ft Very Dense
B. Cohesive Soils (Clay, Silt, and Combinations)
Particle Size Identification
Boulders
8 inches or larger
Cobbles
Comp. Strength
3 to 8 inches
Gravel
Coarse
1 to 3 inches
OP (ISO
Medium
1/2 to 1 inch
Under 2
Fine
1/a to 31 inch
Sand
Coarse
2.00 mm to V inch (dia. of lead pencil)
Soft
Medium
0.42 to 2.00 mm (dia. of broom straw)
5-7
Fine
0.074 to 0.42 mm (dia. of human hair)
Silt and Clay
Medium
0.0 to 0.074 mm articles cannot be seen
B. Cohesive Soils (Clay, Silt, and Combinations)
Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level e Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when sugaring, without adding fluids, In a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.
Unconfined
B101#01
Consistency
Comp. Strength
Degree of
g
Plasticity
Y
OP (ISO
Plasticity
Index
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25 -0.49
Slight
5-7
5 to 8
Medium Stiff
0.50 -0.99
Medium
8-22
9 to 15
Stiff
1.00 -1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00 -3.00
31 to 50
Hard
4.00 -8.00
Over 51
Very Hard
Over 8.00
Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level e Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when sugaring, without adding fluids, In a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

qt r
JOB #
BORING #
SHEET
` °- "'- - "i
Piedmont Triad Airport Authority
19988
B -201
1 or 1
PROJECT NAME
ARCHITECT— ENGINEER
East Site
SITE LOCATION
-O- CAIMMTO P — -. eO
4 4 6+
Ballinger Road, Greensboro, NC
B
PL AKIC VATBR LIQUID
LIlOP x CONTENT x umm x
ROCK QUALITY DESIGNATION & RECOVERY
DESCRIPTION OF MATERIAL Exom1l 0NF19
v
BOTTOM OF CASING I,03S OF CIRCULATION 1 �
�--
-20X-40X-60%-80%-100)9
SURFACE EMATION 872.0
(0 SPAN %; TION
10 20 so 40 60f
d
Topsoil Depth 3"
570
9 (3 -4-5)�
1
SS
18
18
RESIDUAL: Clayey SILT, Trace Fine Sand
and Mica, Reddish Tan, Moist, Stiff,
27.1
(MH)
I
14 (5 -e-e1
2
SS
18
16
Micaceous Silty Fine SAND, Reddish Brown
8
to Yellowish Tan, Moist, Medium Dense to
Loose, (SM)
3
SS
1Q
15
865
10 (4=s-5)
17.9
15 (s -7 -s)
4
SS
18
16
1
860
14 (e -")
5
SS
18
116
1 SO
0
END OF BORING ® 15.0'
14'3
855
Z.
20
850
g
25
Z.
845
6
30
d' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Yn DRY ® OR WD
BORLNG STARTM 07/14/11
DRILLER: Wingo
pwat) jwl(ACR) DRY
BORLNG COMPLIED 07 14 1 1
CAVE IN DI�Tx ®t2.o'
RIG �j� FoREMAN John Wingo
DRUMG DIBTIIOD NSA

CUNT
Piedmont Triad Airport Authority
PROJECT NAME
East Site
SITE LOCATION
Ballinger Road, Greensboro. NC
JOB # BORING #
19988 B -202
ARCHITECT— ENGINEER
BHBB"1'
1 or 1
Topsoil Depth 3"
1 SS 18 17 RESIDUAL: Clayey SILT, Trace Fine to $�Jr 19 (5 -8-11)
Medium Sand, Dark Red to Orangish Red,
Moist, Very Stiff, (MH)
2 SS 18 18 21 Is
28.7
3 SS 18 17 870 23.(to- ii-12)
Fine Sandy SILT, Trace Clay, Orangtsh
4 SS 18 16 Yellow, Molst, Stiff, (ML) 14 (5 -e-e) r
f Selo
5 SS 1$ 18 611 (4 -5-6)
END OF BORING ® 15.0'
Ll
4
I
q THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Yn DRY ® OR WD BORING STARTED 07/14/11 DRILLER: wingo
�) TWL(ACH) DRY BORING COMPLETED 07/14/11 CAve IN DrO-M e t 1.0'
�' R'4 adiih D•�D (fi� FOREW John Wingo DRILLQLG METHOD HsA
' PLAMIC WAbR LIQUID
LI64T X CONTENT X UNIT X
9
DESCRIPTION OF MATERIAL ENGLISH UNITS
-k
0 —A
ROCK DESIGNATION
z°
BOTTOM OF CASING ®— LOSS OF CIRCULATION 100
o
QUALITY & RECOVERY
RQDX— — — REC.% --,- --
9
20% -40X- 60%-- 80 %100X—
10.2
1
SURFACE ELEVATION
877.0
® STANDARD PENETRATION
i=
BLOWS/FT.
10 8o so in Rns
Topsoil Depth 3"
1 SS 18 17 RESIDUAL: Clayey SILT, Trace Fine to $�Jr 19 (5 -8-11)
Medium Sand, Dark Red to Orangish Red,
Moist, Very Stiff, (MH)
2 SS 18 18 21 Is
28.7
3 SS 18 17 870 23.(to- ii-12)
Fine Sandy SILT, Trace Clay, Orangtsh
4 SS 18 16 Yellow, Molst, Stiff, (ML) 14 (5 -e-e) r
f Selo
5 SS 1$ 18 611 (4 -5-6)
END OF BORING ® 15.0'
Ll
4
I
q THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Yn DRY ® OR WD BORING STARTED 07/14/11 DRILLER: wingo
�) TWL(ACH) DRY BORING COMPLETED 07/14/11 CAve IN DrO-M e t 1.0'
�' R'4 adiih D•�D (fi� FOREW John Wingo DRILLQLG METHOD HsA

oLt»
Joa 0
aoRn1G #
sHEL"r
Piedmont Triad Airport Authori
19988
B -203
1
Ere
PROJECT NAME
ARCHITECT— ENGINEER
East Site
`'•
SITB LOCATION --
^C)- CALIBRATED PM. 0METER
6+
Ballinger Road, Greensboro, NC
1 a 4
PLASTIC WATER LIQUID
Lwr X CONTENT % IJlDT x
X --- --♦
ROCK QUALITY DESIGNATION & RECOVERY
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
BOTTOM OF CASING.— LOSS OF CIRCULATION 10
RQD%— — — REC.%
20%40 %60% - SOXx-100%
_+
AND
® STS PENETRATION
Dloxs/rr.
to 6b so dA 50+
SURFACE ELEVATION 8700
Q
Topsoil Depth 2"
1
SS
18
17
RESIDUAL: Fine to Medium Sandy CLAY,
08 (3--3-5)
0
Trace Fine Roots, Tannish Red, Dry,
Medlum Stiff, (CH)
23.2
2
SS
18
lb
Silty Fine to Medium SAND, Trace Mica and
15 (6-7 -e)
0
j
Clay, Reddish Orange to Whitish Tan, ;
865
Moist, Medium Dense to Loose, (SM) ? =
22,9
3
SS
18
15
7 (3-��
17.0
SS
16
13
`
7 (,1
1
860
6 (4"3"3j
5
SS
IB
18
855
20
850 Z.
i
25
845
i
y
L 30
END OF BORING ® 15.0'
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
5 PL DRY ® OR WD
BORING STARTED 07/14/11
DRILLER: Wingo
�1 :Zwocw DRY
BORING COUPLE'ISD 07/14Z1 1
CAVE IN DEPTH a 11.0 -
V, m,
RIG ( Mj) FoREUm John Wingo
DRILLING IIETSOD NSA

,
i
CLIENT JOB # BORING # Slim
Piedmont Triad Airport Authori 19988 1 B -204 1 0» 2 -
PROJECT NAME ARCHITECT— ENGINEER '
East Site
SITE LOCATION -O- CAU UTl��ENET G ESTER
Ballinger Road, Greensboro, NC p 2
—:1 3 1SS1181171
Silty Fine SAND, Black Inclusions, Trace
4 SS 18 16 Mica Oranglsh Brown, Wet, Medium Dense,
Clayey Fine to Medium SAND, With Rock
Fragments, Trace Mica, Tannish Brown,
5 ISS118 16 Wet, Medium Dense, (SC)
PARTIALLY WEATHERED ROCK: Fine to Coarse
SAND, With Rock Fragments, Trace Mica.
Tannish Brown, Moist to Dry, (WR)
20.2 W24 (7- 11 -13)
)& -.A
19 33
26 (e -io-ls)
6 (10-12 -14)
(50/6)
0 (50/3)
6.0
(50/4) Tj
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL,
s
Yn DRY IS OR WD BORING STARTED 07/14/11 DRILLER: Wingo
I TWL(BCB) TWIACR) DRY BORING COMPLETED 07/14/11 CAVE IN DEM 6 23.0'
I Z�' �G VA Da A) FOREMAN John Wingo DRi=G METROD HSA
PLASTIC HATER LIQUID
Lwr % CONTENT % LnfiT X
A
ROCK QUALM DESIGNATION & RECOVERY
RQDX— — -- REC.X
20X=-4OX-6OX---8OX-1009L-
® STANDARD PE MMUTION
BLOWS/HT.
10 EO 30 40 60+
A
x
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W- LOSS OF CIRCULATION fo0
o
SURFACE ELEVATION
843.0
0
5
Topsoil Depth 3"
84()
(1 -2 -3)
0
6 21.6
(3 -3-j)
1
SS
18
17
RESIDUAL: Clayey SILT, Trace Fine Roots,
Tannish Orange, Moist, Medium Stiff, (MH)
2
SS
18
16
Fine to Medium Sandy CLAY, Oronglsh
Tannish Brown Moist, Medium Stiff to
Very Stiff, (CO
—:1 3 1SS1181171
Silty Fine SAND, Black Inclusions, Trace
4 SS 18 16 Mica Oranglsh Brown, Wet, Medium Dense,
Clayey Fine to Medium SAND, With Rock
Fragments, Trace Mica, Tannish Brown,
5 ISS118 16 Wet, Medium Dense, (SC)
PARTIALLY WEATHERED ROCK: Fine to Coarse
SAND, With Rock Fragments, Trace Mica.
Tannish Brown, Moist to Dry, (WR)
20.2 W24 (7- 11 -13)
)& -.A
19 33
26 (e -io-ls)
6 (10-12 -14)
(50/6)
0 (50/3)
6.0
(50/4) Tj
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL,
s
Yn DRY IS OR WD BORING STARTED 07/14/11 DRILLER: Wingo
I TWL(BCB) TWIACR) DRY BORING COMPLETED 07/14/11 CAVE IN DEM 6 23.0'
I Z�' �G VA Da A) FOREMAN John Wingo DRi=G METROD HSA

ELI T
JOB # BORING #
MEET
Piedmont Triad Airport_ Authorit y
19988 B -204
2 or 2
PROJECT NAME
ARCHITECT- ENGINEER
East Site
SITE LOCATION
-0- CALIDRATITONS OMETER
Ballinger Road, Greensboro, NC
'4' 3. s+
PLASTIC OATBR LIQUID
LIMIT R CONTENT R um x
ROCK QUALITY DESIGNATION & RECOVERY
DESCRIPTION OF MATERIAL ENGLISH STS
a
9
�
�
BOTTOM OF CASNG W— LOSS OF CIRCULATION f00
Fi�
20 % x 40X-60X —SOXr- -100
'5
SURFACE ELEVATION
843.0
® STANDARD PENETRATION
BLOso/PT.
40 60t
10 2O 90
3Q
PARTIALLY WEATHERED ROCK: Fine to Coarse
SAND, With Rock Fragments, Trace Mica,
Tannish Brown, Moist to Dry, (WR)
810
5
END OF BORING ® 34.0'
7.4
805
4
Sao
4
795
50
790
55
i
785
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BDUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
:7n DRY ® OR WD
BORING STARTED 07/14 11
DRILLER: Wingo
TwL(BCR) TWtdAM) DRY
BORING COMPLETED 07/14/11
CAVE IN DEPTH 6 23.0'
RIG FOREMAN John Wingo
DRDIONG METHOD HSA

k
CLIENT
Piedmont Triad Airport Authority
PROJECT NAME
East Site
SZE LOCATION
Ballinger Road, Greensboro, NC
JOB # I BORING #
19988 B -205
ARCHITECT- ENGINEER
SHEET
1 or 2
rem
5
1
PIASRC RATER LIQUID
LDiiT X CONTENT X LIMIT X
ROCK
9
Topsoil Depth 2"
DESCRIPTION OF MATERIAL ENGLISH UNITS
11 (3 -5-6)
14 (8-6 -B)
0
25.5
29(5-8-21)
11 Q -S-sj
1
SS
18
18
QUALITY DESIGNATION & RECOVERY
RQD�—
2
1
F
BOTTOM OF CASING W- LOSS OF CIRCULATION 100
— — REC.7S
18
16
Silty Fine SAND, Orangish Tan, Wet,
Medium Dense, (SM)
20X-40X-60%—BOX-1 Oog--
A
3
SS
18
.4
SURFACE ELEVATION
852.0
® STANDARD PENETRATION
Fine Sandy SILT, Trace Clay, Oran ish Tan
to Orangish Brown, Wet, Stiff, (ML)
0
SS
18
16
10 .RO s0 AD a"
5
1
Topsoil Depth 2"
850
845
11 (3 -5-6)
14 (8-6 -B)
0
25.5
29(5-8-21)
11 Q -S-sj
1
SS
18
18
RESIDUAL: Clayey SILT, Trace Fine Sand
and Fine Roots, Brownish Tan, Moist,
Stiff, (MH)
2
SS
18
16
Silty Fine SAND, Orangish Tan, Wet,
Medium Dense, (SM)
3
SS
18
15
Clayey Fine to Coarse SAND, Trace Mica,
Whitish Orange, Moist, Medium Dense, (Sc)
Fine Sandy SILT, Trace Clay, Oran ish Tan
to Orangish Brown, Wet, Stiff, (ML)
4
SS
18
16
" H5lIN N - IIIMt�
6 SS 18 14 14 (4.6-5)
i
25.2
7C; IE 18 15 IT I 114 (4 -5-e)
4
� Clayey SILT, Trace Fine Sand, Gray, Wet,
8 SS 181171 Stiff, (MH) 'k (5 -6-7), : 53.8, 0
F3 ------ - - - - -- --- - -y- -�
CONTINUED ON NEXT PAGE.
A THE STRATIFICATION LINES REPRESENT THE APPRDXINATE BOUNDARY LINES BETNEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VwL 35.00 4b OR WD BORING STARTED 07/14/11 DRILLER: Wingo
IL"CR � 1es) BORING COMPLETED 07/14/11 CAVE IN DEM 0 33.0'
25.00 RIG FOREMAN John Wingo DRUM METHOD HSA

CIMT JOB BORING # SHEET _ --
Piedmont Triad Airport Authorf 19988 1 B -205 2 OF 2
PROJECT NAME ARCHITECT - ENGINEER -- —
East Site
-�-- CALIBRATED PENETROMETER
SITE LOCATION 2 TONS'm. 4 6+
Ballincier Road, Greensboro, NC
4
3■
in
bU
11
101SS118117
d' THE STRATIFICATBIN LINE
s
PL 35.00
TWL(BCR) zrgkCR)
In 25.00
END OF BORING @ 40.0'
t
E
27 (9- 12 -15)
i
• 45.1
REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY HE GRADUAL
OR WD BORING STARTED 07/14/11 DRILLER: Wingo
BORING COMPLETED 07/14/11 CAVE IN DEPTK ® 33.0'
RIG W H M FOREWN John Wingo DR111MG MMOD HSA
J1
PIASTIC WATER ISR�
LIMIT R CONTENT X LWr R
ROCK QUALITY DESIGNATION & RECOVERY
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W— LASS OF CIRCULATION LOO
RQD%— — -- REC.96
20%-40%-60%-80% -100%-
G+
�
® STANDA��jffRATION
io ao so ao so+
SURFACE ELEVATION 852.0
3
Clayey SILT, Trace Fine Sand, Gray, Wet,
Stiff, (MH)
820
Fine Sandy Clayey SILT, Black
Inclusions, Orangish Tan to Yellowish
Tan, Wet, Very Stiff, (MH)
20 (e -7 -I3)
9
SS
16
16
3
4
3■
in
bU
11
101SS118117
d' THE STRATIFICATBIN LINE
s
PL 35.00
TWL(BCR) zrgkCR)
In 25.00
END OF BORING @ 40.0'
t
E
27 (9- 12 -15)
i
• 45.1
REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY HE GRADUAL
OR WD BORING STARTED 07/14/11 DRILLER: Wingo
BORING COMPLETED 07/14/11 CAVE IN DEPTK ® 33.0'
RIG W H M FOREWN John Wingo DR111MG MMOD HSA
J1

C(nN`P
JOB N
BORING #
1§1=
Piedmont Triad .Airport Authority
19988
B -206
1 aF 1
EU-j-,
PROJECT NAME
ARCHITECT- ENGINEER
East Site
SITE LOCATION
Ballinger Road, Greensboro, NC
PEMmoMETER
i e TONS/ff. g+
PJAMC WATER LIQUID
L IT X CONTENT X UM3T X
ROCK QUALITY DESIONATI� ON & RECOVERY
RQDX—
0X-4 — 6 RE B
20X - -40X -601'6 809 -100
® STANDMW PEMMTION
n
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LASS OF CIRCULATION 1 ooX
�
o
F_:
SURFACE ELEVATION 841 .0
vJ
to 90 so 40 6O+
O
Topsoil Depth 2"
84
1
SS
18
17
RESIDUAL, Fine Sandy SILT, Trace Clay,
Black Inclusions, Tannish Orange, Moist,
Stiff, (ML)
10 (3 -9-e)
2
SS
19
16
14 (6 -6-e)
5
835
Fine to Coarse SAND, Trace Slit, With
3•
SS
18
15
Mica and Rock Fragments, Reddish Brown,
Wet, Medium Dense, (SM)
i
24 (8- 14-10)
21 (24- 11 -10}
4
SS
1B
6
1
830
11 (5--")
5
SS
18
8
15
825
28 (10- 16 -12)
6
SS
18
14
20
PARTIALLY WEATHERED ROCK: Fine to Coarse
SAND, With Mica, Trace Slit and Rock
820
Fragments, Tannish Gray, Wet, (WR)
(50/5) -5r,0-
25
815
(50j8) VC
PARTIALLY WEATHERED ROCK: Silty Fine to
Medium SAND, Trace Mica, Orangish Tan,
Moist, (WR)
END OF BORING ® 29,0'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SDIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
PL 13.00 ® OR WD
BORING STARTED 07/13/11
DRILLER: Wingo
:gWL(BCR) TWUACR)
BORING COMPLETED 07 13/11
CAVE IN DEPTH ® 13.0'
In.
RIG UH D300) FOREMAN John Wingo
DRU=G HMOD NSA

CLR*T
Piedmont Triad Airport Authori
JOB
19988
BORING #
1 B -207
SHEET
1 -I' 1
-
- -
PROJECT NAME
East Site
ARCHITECT-ENGINEER
SITE LOCATION
Ballinger Road, Greensboro, NO
-a- CAUBRATED PENETROMETER
>< P, TDNS r a B+
F! Uft WATER LIQUID
LUiIT % CONTENT % LRI1T %
ROCK QUALITY DESIGNATION & RECOVERY
RQD%— -- - REC.%
20 %40 %- 60X -80% --100
® STANDA W PENETRATION
SO go 30 dG gO#
°z
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W- LOSS OF CIRCULATION i Go
SURFACE ELEVATION 837.5
.r
Z.
e
- �
0
fs
1
20
25
Topsoil Depth 2"
835
830
825
820
815
810
20 (84-11)
(tt- t8-2t) 39
(9- 15-28) 43
(ii-n-21) -36
(13- 27 -31) 58
(50/3)
5Q
(`0/3) :i
1
SS
18
16
RESIDUAL: Fine Sandy SILT, Trace Mica,
Black Inclusions, Orangish Brown, Moist,
Very Stiff, (ML)
2
SS
18
15
Fine to Coarse SAND, Trace Mica, Silt and
Rock Fragments, Whitish Orange, Moist,
Dense, (SM)
:
`•
3
SS
18
16
Fine to Medium SAND, Trace Mica and Slit,
(SM)gish Brown, Wet, Dense to Very Dense,
4
SS
18
16
5
SS
18
1S
PARTIALLY WEATHERED ROCK: Fine to Medium
SAND, With Silt, Black Inclusions. Trace
Mica and Fine Rock Fragments, Reddish
Brown, Moist to Wet, (WR)
END OF BORING ® 23.8'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VL 10.00 (D OR WD
BORING STARTED 07/13/11
DRILLER: Wingo
PUBCit) TWL(ACR)
BORING COMPIt M 07/13/11
CAVE IN DEPT$ 6 17.0'
'T"L
RIG 10 Di(r4 >rOREvAN John Wingo
DRUMG KMOD HSA

cum
Piedmont Triad Airport Authorit y
JOB #
19988
BORING #
1 B -208
SHEET
1 of 2
Ax
PROJECT NAME
East Site
ARCHITECT - ENGINEER
SITE LOCATION
Ballinger Road, Greensboro, NC
-0- CAMPAT� ENET�OMETER
1 8 2 4 s+
PLASTIC WATER UQUID
Lnu S CONTENT % uwr x
ROCK QUALITY DESIGNATION & RECOVERY
R — — RECX
20%7fr-4 4076 -60%- 3 096 ---100
0 STANDARD PENETRATION
RIAWS/FT.
to ao ao io Ba+
Z
1
DESCWTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING &— LOSS OF CIRCULATION 10
�
SURFACE ELEVATION
843.0
p
1
15
20
2i
30
Topsoil Depth 2"
840
835
830
_ 82,
820
Bj3
010 (4 -5-5)0
27.6
12 (3-5 -7)
11 (4 -5-6)
10 (3 -4-6)
46.9
11 (4 -5-6)
27 (5 -g-16)
23 (9- 1i -12)
13,s
(sa -5d/6}
1
SS
18
16
RESIDUAL: Silty CLAY, Trace Fine Roots.
Orangish Red, Dry, Stiff, (CH)
2
SS
18
17
Clayey SILT, Trace Fine Sand, Reddish
Gray, Moist, Stiff, (MH)
3
SS
18
15
4
SS
18
16
Fine Sandy SILT, Trace Clay, Orangish
Tan, Wet, Stiff, (ML)
5
SS
18
16
Fine to Coarse SAND, Orangish Tan to
Orangish Red, Wet, Medium Dense, (SM)
6
SS
18117
7
SS
18
16
PARTIALLY WEATHERED ROCK: Fife to Coarse
SAND, Trace Fine Rock ragments and Mica,
Reddish Tan, Moist, (WR
------- - - - - --
8
SS
12
it
—1
—
---- - - - - -- —
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
PL DRY 0 O WD
BORING STARTED 07/14/11
DRILLER: Wingo s
TW1(ACR) DRY
BORING COMPLETED 07/14/11
CAVE IN DEFM ® 25.0'
�,pWL(BM)
BIG lieu FOREMAN John Wingo
-
DRUMG METHOD HSA
�i

CLIENT
JOB #
BORING #
SHEBT
'• �'' ""'
Piedmont Triad Airport AuthodfK
19988
B -208
2 OF 2
PROJECT NAME
ARCHITECT— ENGINEER
East Site
MEL.
SrrE LOCATION
Ballinger Road, Greensboro, NC
-a' CALMRAT FaNSTI °1�Tta
I a 4 e+
FLAmc 11'AM LIQUID
IWT X CONTENT R LOOT X
ROCK gvALITY DF.SITtON & RECOVERY
RQDX— REC.X
0%40 %60X -90%- -100
9TANDA��PI�. TION
1_0 _ 8.0 30 40 60�F
a
x
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING Loss OF CIRCULATION too
C
o
SURFACE ELEVATION 843.0
PARTIALLY WEATHERED ROCK: Fine to Coarse
30
SAND, Trace Fine Rock Fra ments and
Mica, Reddish Tan, Moist, (9WR)
010
50
(50/11) T
3
END OF BORING 0 35.0'
$05
4
800
45
50
790
55
[785
60
THE STRATIFICATION LINES REPRESENT THE APPRDXI14ATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
gn DRY ® OR WD
HOMO, STARTBD 07/14/11
DRILLER: Wingo
7"CR) TvAAcR) DRY
BORING COMPLETED 07/14/11
CAVE IN DRFTa ® 25.0'
�,TL
RIG IilbifiMM FOMrSMAN John Wingo
DRUM MMOD HSA

c 4
f"JAZRr JOB # BORING #
Piedmont Triad Airport Authoffly 19988 B -209 1 or 1
PROJECT NAME ARCHITECT— ENGINEER
East Site Li.
SITE LOCATION
-L)._ CAIZRATED BOMEM
Ballinger
Road, Greensboro, NC
NSP
1. s
4 6+
PLASTIC WAM LIq=
um R CONTENT X U= x
DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUA1dTY DESIGNATION & RECOVERY
BOTTOM OF CASING .— LOSS OF CIRCULATION t0
20% -40X -60X— 09x -100%-
°
SURFACE ELEVATION
840.0
® STANDARD PENETRATION
«
BLOWSAT.
{)
10 80 SO 40 50+
Topsoil Depfh 2"
I
SS
18
18
RESIDUAL: Silty CLAY, Trace Fine to
13 (2 -5—s)
Medium Sand, Black Inclusions, Blackish
Tan, Dry, Stiff, (CH)
T8351
2
SS
18
16
Fine to Medium Sandy SILT, Trace Clay,
8 (3-4-4) [�
ar]
Black Inclusions, Reddish Brown to
38:9
Orangish Brown, Moist to Wet, Medium
Stiff to Very Stiff, (ML)
3
SS
18
17
12 (3 --5 -7)
,moo ®1212 III =
5 SS 18 16 ?18 (erg -to)
825 �
33.7
6 1 SS 1181151
111r8201 t-7-8'
7 SS I 16
25 24 (9-10-10 815
8 SS 18 16 618
END OF BORING ® 30.0' ^------ - - -- -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES iN —SITU THE TRANSITION MAY BE GRADUAL
-7n DRY ®OR WD BORING STARTED 07 14 1 1 DRILLER: Wingo
TWL(B (M) TWL(AM) DRY BORING COMPLETED 07/14/11 GAVE IN DMH ® 16.0'
TwI' BIG t D�0 (fib) FOREMAN John Wingo DRiLi. NG METHOD HSA

c
CLiENT
JOB #
BORING #
SIFT
_
Piedmont Triad Airport Authority
19988
B -210
1 Dp 1
u-C.
PROJECT NAME
ARCHITECT- ENGINEER
East Site
SITE LOCATION
-0- CALIBRATED PBNI;10METER
TONS/IR
Ballinger Road, Greensboro, NC
I R 4 6+
"AM R LIQUID
UWT X CONTENT % LURT R
R �����
ROCK QUALITY DESIGNATION &RECOVERY
DESCRIPTION OF MATERIAL ENGLLS3 UNITS
°z
BOTTOM OF CASING W-- LASS OF CIRCULATION 100
_ -
20% 96 40% -60X 0f(r100
P
°°
® STANDARD PENETRATLON
10 ao B�30 40 eo+
SURFACE ELEVATION
839.0
Topsoll Depth 2"
!'
ley
1
SS
18
16
FILL: Fine to Medium Sandy SILT, Trace
_
�= '
9 (4 -4-5)
Clay, Fine Roots and Rock Fragments,
Reddish Brown, Moist, Stiff, (FILL)
,
;f
17.7
..
835
5 (2 -2 -3)
2
SS
18
15
FILL: Clayey SILT, Trace Fine Roots and
Rock Fragments, Tannish Red, Moist,
Medium Stiff, (FILL)
8 (3-4-4)
3
SS
18
16
RESIDUAL: Clayey SILT, With Fine Sand,
Black Inclusions, Tannish Orange to
Orangish Brown, Moist to Wet, Medium
Stiff to Stiff, (MH)
830
it (3 -4-7) 2.
4
SS
18
16
1
32.4
825
11 (3 -5-s)
5
SS
18
15
ss
820
9 (4 -°r4)
6
SS
18
16
20
Sandy
Fine Medium Sand SILT, Reddish Brown,
Moist, Very Stiff,
7
SS
18
15
815
25 (12- 13-12)
,2$
END OF BORING ® 25.0'
i
810
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
$� DRY ® OR wD
BOrWG STARTED 07/ 13/11
DRILLER: Wingo
:ZwL(BCR) TTrI.(ACR) DRY
BDRDLG COMPLIM 07/13/11
CAVE IN DEPM ® 14.0'
RIG FGRm" John Wingo
DRUMG MMOD HSA

CUENT JOB # BORING # SHEET
Piedmont Triad Airport Authorify 19988 8-211 1 or _
PROJECT NAME ARCHITECT-ENGINEER r '
East Site
SITE LOCATION -Q- CALiBRATED PENMOMETER
Ballinger Road, Greensboro, NC , TONS/FT. A ei
3 ISSI18116
Silty Fine to Medium SAND, Trace Mica and
4 SS 18 16 Fine Rock Fragments, Orangish Brown, Wet,
I %'j I Medium Dense, (SM)
1
4
A
x
Fine Sandy SILT, Black Inclusions,
Tannish Brown, Wet, Stiff, (ML)
5 ISSI18115
Silty Fine to Medium SAND, Trace Mica,
Black Inclusions, Reddish Orange, Wet,
6 SS 18 16 Medium Dense, (SM)
A END OF BORING @ 20.0'
4
125 41a
15 (3 -a-s)
20
98.5
1S
10
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL, TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7wL DRY OR NO BORING STARTED 07 13 11 DRILLER: Wingo s
-TWL(BCR) TWI4A=) DRY BORDIG CQea?LETEa 07 13 11 CAVE IN aEPTH ®11.0'
�� RIO row John Wingo DRBJJNG METHOD HSA
PLASTIC 1fATBR LIQUID
LWT R CONTENT X LDJIT X
DESCRiPT)ON OF MATERIAL ENGLISH UNITS
X —p
ROCK DESIONA77ON
z
x
QUALTPY & RECOVERY
BOTTOM OF CASING ®- Loss OF CIRCULATION 100
RQD%— — — REC.96
20X-40X—SOX—BOX-1 00% -
a
SURFACE ELEVATION
833.0
® STANDARD PENKMTION
BLOws/Fr.
Q
10 Bo 30 40 SOt
Topsoil Depth 2"
1
RESIDUAL: Silty CLAY, Grayish Red, Moist,
8 (3 -4-4)
Medium Stiff, (CH)
ASS
83 0
2
Fine Inclusions,
dOrangTe,
Brownish Moist, Stiff (M)
9 (5 =4-5)
5
3 ISSI18116
Silty Fine to Medium SAND, Trace Mica and
4 SS 18 16 Fine Rock Fragments, Orangish Brown, Wet,
I %'j I Medium Dense, (SM)
1
4
A
x
Fine Sandy SILT, Black Inclusions,
Tannish Brown, Wet, Stiff, (ML)
5 ISSI18115
Silty Fine to Medium SAND, Trace Mica,
Black Inclusions, Reddish Orange, Wet,
6 SS 18 16 Medium Dense, (SM)
A END OF BORING @ 20.0'
4
125 41a
15 (3 -a-s)
20
98.5
1S
10
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL, TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7wL DRY OR NO BORING STARTED 07 13 11 DRILLER: Wingo s
-TWL(BCR) TWI4A=) DRY BORDIG CQea?LETEa 07 13 11 CAVE IN aEPTH ®11.0'
�� RIO row John Wingo DRBJJNG METHOD HSA

cam
JOB #
BORING #
1
_
Piedmont Triad Airport Authori
19988
B -212
) of 2
- --
PROJECT NAME
ARCHITECT - ENGINEER
East Site
-
SITE LOCATION
Ballinger Road, Greensboro, NC
-O- CALIBRATED NS
i rr •4 5+
>'tone TIATM LIQUID
LDDT X CONTENT X LIIDT R
ROCK QUALITY DESIGNATION &RECOVERY
RQD %— — — REC.%
80100%
20%- 40 %- 60%%
® STANDA RD PENET
BII.01/9/FP. RATION
10 EO 30 40 60+
z
F
DESCRIPTION OF MATERIAL ENGLISH UNITS
BO'PfOM OF CASING L033 OF CIRCULATION 100
o
SURFACE ELEVATION
840.0
Topsoil Depth 2"
9 (3 -4-5)
1
SS
18
17
RESIDUAL: Silty CLAY, Trace Fine Roots,
Tannish Dark Red, Dry. Stiff, (CH)
Fine to Medium Sandy CLAY, Trace Mica,
Orangish Dark Red, Moist, Stiff, (CH)
5
-
835
13 (5 -s -7)
s * - - ---A
20.7 30 60
12 (4 -5-7)
2
SS
18
18
Fine Sandy SILT, Black Inclusions, Trace
Mica, Reddish Tan to Orangish Tan, Moist
to Wet, Hard, (ML)
3
SS
18
17
f
830
11 (3 -5-s}
4
SS
18
16
15-
825
11 (3 -5-8)
5
SS
18
16
0
820
16 (6-7 -9)
i
31.5
6
SS
18
16
I
i 25
815
(9- 14-16) 30
7
SS
18
15
i
I
i
E
20 (5 -e-u) 4043.5
8
SS
18
16
CONTINUED ON NEXT PAGE.
,�—
l
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION NAY BE GRADUAL
PI, DRY ® OR BD
BORING STARTED 07/1 3 1 1
DRILLER: Wingo
ywL(BCR >wl.(ACR) DRY
BORING COMPLETED 07/13/11
CAVE IN DEPTH ® 20.0'
Sn
RIG W D�0 (Gldl) FoaEw John Wingo
DRD METHOD LDNG MEOD HsA

CitiaN'1'
Piedmont Triad Airport Authority
PROJECT NAME
East Site
SITE LOCATION
Ballinger Road, Greensboro. NC
n
.0
JOB # BORING®
19988 1 B -212
ARCHITECT— ENGINEER
a
SHEET
2 OF 2
L20X-40X-60X—S0%—j00X-
STANDARD ASTIC VAU R LIQUID
ff S CONTENT R LiM1T R
DESCRIPTION OF MATERIAL ENGLISH UNITS $ —--- --
CK QUAIM DESIGNATION & RECOVERY
x BOTTOM OF CASINO !— LOSS OF CIRCULATION 100 RQDX— REC X 9URF'AC>� $LEVATION PENETRATION
840.0 P I ® BLOWS /
t0 sa Bo So ao 60+
Fine Sandy SILT, Black Inclusions, ,
Ora gish Dark Brown, Wet, Very Stiff, IT I
50
01
11
II
9 I SS I IB 116
END OF BORING ® 35.0'
795
17 (7 -8-9)
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BDUNDARY LINES BETWEEN SOIL TYPES 1N -SITU THE TRANSIT= MAY BE
VL DRY ® OR WD BORING STARTED 07/13/11 DRILLER: Wingo
TWL(ACR) DRY BORING COMPLETED 07/13/11 11 CAVE IN DEPTII 0 20.0'
i1 _ Ric
FORMAN John Wingo DRDddNG►�rxoD HSA

CLIENT
JOB #
BORING #
SHEET
"
Piedmont Triad Air pod Authority
19988
B -213
1 0"
PROJECT NAME
ARCHITECT- ENGINEER
East Site
SITE LOCATION
�cER
- CALIBRA TON9P " OZU
Ballinger Road, Greensboro, NC
PId1MC WAM tdiQ=
UWr % CONVW % U147 R
ROB gUWff DESIGNATION & R31COVERY
DESCRIPTION OF MATERIAL ENGLISH UNITS
y�
°
z
F
a
BOTTOM OF CASING LOSS OF CIRCULATION 100
�
U
�
0%-4 — 6 REC.%
207040 %- 60Xr-809fr -100
�
STANDARD PENNI'PRATION
/Fr .
10 20 BO AO 60+
SURFACE ELEVATION
825.0
(}
RESIDUAL: Silty CLAY, Trace Sand,
Orangish Tan, Moist, Soft, (CH)
0
1
SS
18
18
4 (2 -2 -2)
45.2
8 (2-4-4)
2
SS
18
17
Clayey SILT, Trace Fine Sand, Grayish
6
Tan, Moist, Medium Stiff, (MH)
$20
Clayey Fine SAND, Trace Silt and Mica,
3
SS
18
16
Tannish Brown, Wet, Medium Dense to
9 (4 -4-5)
Loose, (SC)
7 (2 -374)
4
SS
18
15
1
815
13 (s-e -»
37. la
5
SS
18
15
15
810
END OF BORING ® 15.0'
20
805
s
25
800
i
y
,
i
3
,
i
L THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7,10- DRY ® OR WD
BORING STAR= 07/15/11
DRILLER: Wingo
y"CR) TWIAACR) DRY
BORING COMPLETED 07/15/11
CAvE IN DMS ® 12.0'
yR,
RIG FORM" John Wingo
DRUMG MMOD HSA

CLIENT
Piedmont Triad Airport Authori
JOB
19988
BORWO
B -214
1 of 1
UPJ---
PROJECT NAME
East Site
ARCHITECT- iGINEER
SITE LOCATION
Ballinger Road, Greensboro, NC
-0- CALIBRATlI PEOHOMUM
.' s+
I
PLABPIO WATER LIQUID
LIltITT x CONTENT x Lmr X
W A
BOCK QUALITY DESIGNATION & RECOVERY
ROD% -- — — RECX
2096 - 4056- 60*6 --8Ox -100
® STMMMM P nMUTION
10 20 80 40 60+
04
P
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W --LOSS OF CIRCULATION 100
SURFACE ELEVATION 835.0
�
f
2O
i
i
25
3
Topsoil Depth 2"
RESIDUAL: Fine Sandy SILT, Trace Mica,
Black Inclusions, Orangish Tan, Moist to
Wet, Stiff to Dense, (ML)
830
825
820
PARTIALLY WEATHERED ROCK: (in) Sandy
SILT, Orangish Brown, Moist, WR $f5
END OF BORING ® 20.0'
81 U
3 (4 -e -I)
(8 -14-24 38
0 4 (8- 10 -1:1)
15.9
(15 -22725 47
(0- 28-24) 50
12.6
(t8- 30- 5o /e)' 0
1
SS
18
17
2
SS
18
18
3
SS
18
16
4
SS
18
16
5
SS
18
17
6
SS
18
16
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
19NL DRY ® OR WD
BQIWG STARTED 07/13/11
DRILLER: Wingo s
7,WL(BCR) Pl AcR) DRY
BORING COMPLi= 07/13/11
CAVE IN DEM ® 13.0'
�`�'
RIG FOREIIAN John Wingo
Dm=G MMOD HSA

C11W -
Piedmont Triad Airport Authodty
JOB
19988
BORING #
B -215
SHEET
1 CF 1
'
PROJECT NAME
East Site
ARCHITECT- ENGINEER
SITE LOCATION
Ballinger Road, Greensboro, NC
CAIdBRATtTO�olllETER
48 a 4 s+
PLASTIC WA= LIQUID
LIS(IT R CONTENT X LOUT R
%_� —�� - -A
ROCK QUAUTY DESIGNATION & RECOVERY
RQD96— — — RE 8
2096x- 4096 - 609 -809(r -10096
® STAND %�P TION
io so so 40
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING L033 OF CIRCULATION o
x
°
SURFACE ELEVATION
a35
0
�j
1
15
2D
i
25
i
i
i
30
Topsoil Depth 2"
i
830
825
820
815
810
(8- t3-i9) 32
19 (9 -9-10)
12A
(to- ts-le) 33
26 (7- 10-18)
19 (5 -9-10)
T_
1
SS
18
17
RESIDUAL: Fine to Coarse SAND, Trace
Mica and Slit, Black Inclusions.
Brownish Orange, Moist, Dense, ISM)
iii
"
2
SS
18
17
Clayey Fine to Medium SAND, Trace Mica,
Brownish Orange, Moist, Medium Dense,
(SC)
3
SS
18
16
Fine to Coarse SAND, Trace Mica and
Silt, Black Inclusions, Brownish Orange,
Moist, Dense to Medium Dense, (SM)
4
SS
18
16
5
SS
18
16
PARTIALLY WEATHERED ROCK: Fine to Coarse
SAND, Trace Silt and Mica, Orangish Tan,
Moist, (WR)
6
SS
12
It
END OF BORING 0 25.0'
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOD. TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
VWL DRY ® OR WD
BORWG STARTED 07/13/11
DRILLER: Wingo
TW911CR) TW904) DRY
BORING COMPLETED 07/13/11
CAVE IN DEPTH ® 15.0'
RIG C p.;� (i FOREMAN John Wingo
DRILLING IMTHOD NSA

.
CLIENT JOB # BORING # SHEET
Piedmont Triad Airport Authoffly 19988 1 B -216 1-of 1 -
PROJECT NAME ARCHITECT- ENGINEEII
East Site
SITE LOCATION -0- CALMUM PENETROMETER
Ballinger Road, Greensboro, NC >< $ 4 a+
PLASTIC WATER UQvm
LDDT R CONTENT R Lwr x
DESCRIPTION OF MATERIAL ENGLISH UNITS X ��- _o
6 ROCK QUALITY DESIGNATION & RECOVERY
x BOTTOM OF CASING ®- LOSS OF CIRCULATION 10 o RQDX- - -- REC.9d --
d 20%40X- 6OX -- SOX -- 100Xr-
SURFACE ELEVATION 831 .0 ® STANDMW PENETRATION
2O �'
Topsoil Depth 3" 10 9 40 50+
830
1 SS 18 17 RESIDUAL: Clayey SILT, Trace Fine Sand, 15 (4 -9 -9) 0 • X-- -:-A
Tannish Red to Yellowish Tan, Moist to 38,8 43 58
Wet, Medium Stiff and Stiff, (MH)
C ©®MM II 10 *4
3 SS 18 1 15 I 111t:7-1 6 8 (4 -4-4)
1 a '4 I SS 18 8 II I � I t 9 (�¢2• 43 �
SS 18 a I 111v 1 611(4-5-6)
6 SS 18 15 610 (4 -5-5)
END OF BORING 0 20.0' T8101
s 2
T 113
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY SE GRADUAL
.7wL DRY ® OR WD BORING STARTED 07/15/11 DRILLER: Wingo
:ZWL(BCR) 3WL(AcR) DRY BOEING COMPLETED 07/15/11 cavE IN DEPTH 0 16.0'
'm' RIG p �p FOREMAN John Wsngo nRIUNG METHOD HSA

cum
JOE
BORING #
Air
Piedmont Triad ort Authori
19988
B -217
1 or 1
_
_
PROJECT NAME
ARCHITECT— ENGINEER
East Site
SITE LOCATION
Ballinger Road, Greensboro, NC
-0- oALIDRA �o�
PLASTIC WATER LIQUID
LOIT % CONTENT R Luar x
x a
ROCK QUALITY DESIGNATION & RECOVM
0%-4 — — REC.A x-100%
2056- 40% -609k- 8096 -100
® STANDARD ENET
�.P/�'• RATION
10 EO 30 40 60+
°z
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION too
z
� �
SURFACE ELEVATION
825.0
Topsoil Depth 3"
12 (3-5 -7)
1
SS
18
17
RESIDUAL: Silty CLAY, Trace Fine Roots,
Dark Red to Orangish Red, Moist, Stiff,
(CH)
2
SS
18
17
5
824
13 (4 -6 -7)
Fine Sandy SILT, Black Inclusions, Trace
Mica, Reddish Oran gge to Yellowish Tan,
Moist to Wet, Stiff to Medium Stiff, (ML)
11 (4 -5-s)
39,¢
3
SS
18
16
10--
815
5 (3 -2 -3)
4
SS
18
10
15
810
7 (4 -3-4)
40:8
5
SS
18
14
20---
END OF BORING 0 20.0'
845
6 (2 - -3 -3)
6
SS
18
15
S
I
y 25
800
3
,
a
Tw STtATIFTCAVIi7N LINES REPRESENT THE APPR13 iMATE BOMIARY LINES SETVEEN SOIL TYPES IN -SITH THE TRANSITION MAY BE GRADUAL
PL DRY OR WD
BORING STARTED 07/1 f) 1 1
DRILLER: W(ngo
TTrL(BCR) TWL(ACR) DRY
BORING COMPLETED 07/15/11
CAVE IN DEPTR 0 15.0'
�,
RIG NIN"M FOmmm John Wingo
DRi.LING METHOD HSA

N4'
JOB #
BORING #
SHEET
Piedmont Triad Airport Authority
19988
B -218
1 ce 1
u;-_j
PROJECT NAME
ARCHITECT- ENGINEER
East Site
.
SITE LOCATION
Ballinger Road, Greensboro, NC
-0- CALIDRAT>PSNET�OMETER
TONS
1 a a Ns+
PLASTIC VAfi LIQUID
LWT x CONTENT R LIMIT 9I
% _0 ~ - -,&
ROCK QUALITY DESIGNATION & RECOVERY
2009 -4096 -6096 EC 0%100
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING &— LOSS OF CIRCUTATION 100
1 c
SURFACE ELEVATION
832.0
® STANDARD PENETRATION
a BLOWW".
t e0 9D to aa+
O
Topsoll Depth 3"
1
SS
18
16
830
11 (4-5-6)
RESIDUAL: Silty CLAY, Orangish Red,
Moist, Stiff. (CH)
11 (5 -5-6)
2
SS
18
17
Fine Sandy SILT, Black Inclusions,
Orangish Red to Yellowish Tan, Moist to
Wet, Stiff to Medium Stiff. (ML)
825
13.(4 -6 -7)
3
SS
18
17
1
7 (3-473)
ss.s
4
SS
18
13
820
1
9 (3..4..g)
5
SS
18
14
END OF BORING ® 15.0'
815
20
810
25
845
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BDUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
DRY ®OR"
BORING STARTED 07/15/11
DRILLER: Wingo 6
®PL
, WL(BCR) TwL(ACR) DRY
BORING COMPLETED 07 15/11
CAVE IN DEPTH 0 12.0'
$WL
FOREMAN John Wingo
DRH=G METHOD HSA

CLIENT
Piedmont Triad Ai ort Authority
JOB If
19988
BORING #
B -219
1 or 1
9.5-.
PROJECT NAME
East Site
ARCHITECT— ENGINEER
SITE LOCATION
Ballinger Road, Greensboro, NC
-0- CAUBRAT D PSNU OME M
>+ 4 6+
PLASTIC Wx= LIQUID
11M1T % CONTENT % MIT %
W�
R M�0 �
ROCK QUAIWY DESIGNATION k RECOVERY
0X-4 _ 6 —8
209(x -40 %6090-- 80Xr-100
® STANDNBLMPB�NETRATION
ib 20 90 40 �56+
x
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTON OF CASING 0— LOSS OF CIRCULATION
�'
0
i
SURFACE ELEVATION 842.0
_
,a
5
1
20
25
Topsoil Depth 4
840
835
830
$25
820
815
11 (4 -5-6)
15 (5 -7 -e)
20 (ms9-1i)
15 (5 -7 -8)
4 (7 -2 -2)
14 (5-")
18 (5 -8-10)
(15- i6-17) 33
1
SS
18
16
RESIDUAL: Fine to Medium Sandy SILT,
With Clay, Trace Mica, Orangish Brown to
Tannish Orange, Moist, Stiff to Soft,
(MH)
2
SS
18
17
3
SS
18
16
4
SS
18
17
5
SS
18
15
Fine to Medium Sandy SILT, Trace Mica,
Orangish Tan, Moist to Wet, Stiff to
Hard, (ML)
6
SS
18
16
7
SS
18
16
8
SS
18
18
END OF BORING ® 30.0'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL i
Y.WL 28.00 ® OR WD
BORING STARTED 08/04/11
E
DRILLER: Wingo
TWL(BCR) TWL(ACR)
BORING COMPLETED 08/04/11
CAVE IN DEPTH ® 23.5'
�*�
RIG FA 11M FOM AN John Wingo
DRILLING METHOD HSA �

CLIENT
Piedmont Triad Airport Authori
JOB
19988
BORING
1 B -220
SHEET
1 of i
PROJECT NAME
ARCHITECT- ENGINEER
East Site
SITE LOCATION
Ballinger Road, Greensboro, NO
-0- CAMPATED MFT. DOER
t e s a+
PLASTIC RATER UQ=
LIMIT X CONTENT x EMIT S
$--------- --- - -A
ROC{ QUALITY DESIGNATION & RECOVERY
RQD %- - - REC.%
20%40% -60% - 80Xr -10
$► sTANDARD PEA TION
to • BO 30 40 604
°
z
DESCRIPTION of MATERIAL ENGLISH UNITS
BOTTOM OF CASING ®- IA93 OF CDiCUL4TI0N 100
SURFACE ELEVATION 8 42.0
Z0
�c'
'o
Topsoil Depth 3"
i
SS
18
17
840
13 (4-6 -7)
RESIDUAL: Fine to Medium Sandy SILT,
With Clay, Trace Mica, Reddish Orange to
Tannish Orange, Moist, Stiff, (MH)
2
SS
1B
16
5
11 (4 -5-6)
' !
835
ii
9 (3-4-5)
3
SS
18
16
Silty Fine to Medium SAND, Trace Mica,
Tan, Moist, Loose, (SM)
1
8 (2 -4-4)
4
SS
18116
830
Fine to Medium Sandy SILT, Trace Mica,
Tannish Orange, Moist, Stiff, (ML)
i
12 (3 -5-7)
S
SS
18
15
825
Silty Fine to Medium SAND, Trace Mica,
Tan, Moist to Wet, Medium Dense, (SM)
i
e 20
I
13 (s -7-6)
6
SS
i8
16
i
828
i
2
i
i'
23 (6 -9-14)
7
SS
IS
16
815
Sandy SILT, Orangish Brown, Wet,
Stiff, (ML)
3
it (4 -5-6)
e
S5
18
IFIne
END OF BORING ® 30.0'
— �'---- - --"�'
THE STRATIFICATION LINES REPRESENT THE APMXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
:9vL DRY 0011-IM
BORING SIART>♦D 08/04/11
DRILLER; Wingo
ITXKBCR) TIUACR) DRY
BORING COMPLETED 08Z04/1 I
CAVE IN DEPTH 6 24.0'
TVL
RIG M M FOREMAN John Wingo
D=J NG METHOD NSA

CUZNT
Piedmont Triad Airport Authori ty
JOB #
19988
BORING #
B -221
SHEET
1 OF 1
r' ' l
MONSEEMMd
PROJECT NAME
ARCHITECT- ENGINEER
East Site
rr�.
SITE LOCATION
Ballinger Road, Greensboro, NC
-O- CALIBRATED PENETI�OME'1'ER
I s T0N9 4 0+
PLASTIC WATER LigUID
LIMIT % CONTENT 9 LiMIT X
R �
____� ._ —___OV
ROCK QUALiT1f DESIGNATION k RECOVERY
RQD% — — REC.%
-20%-40X-60X-80%-100%—
® STANDARD
a
DESCRIPTION OF MATEERIAL ENGLISH UNITS
- LOSS OF CIRCULATION 10
BOTTOM OF CASING ®
® '
c
SURFACE ELEVATION 836.0
O
30 EO 90 40 50+
Topsoil Depth 3
835
RESIDUAL: Fine to Medium Sandy SILT.
With Clay, Trace Mica, Reddish Brown to
Yellowish Tan, Moist, Stiff, (MH)
1
SS
18
17
12 (3-5-7)
2
SS
18
17
11 (-5-6)
5
830
3
SS
18
16
14 (5 -6-8)
8 (3 -4-4)
4
SS
18
15
1
825
9 (1 -4 -5)
5
SS
18
15
15
820
-
10 (3 -5-5)
Fine to Medium Sandy SILT, Trace Mica,
Tan, Moist to Wet, Stiff, (ML)
6
SS
18
16
2a
815
18 (2 -5-7)
7
SS
113116
25—
-
END OF BORING ® 25.0'
810
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BEjVEEN SOIL TYPES IN -SITU THE TRANSTTIDN MAY BE GRADUAL
:WwL DRY IS OR WD
BORING STARTED 08/04/11
DRILLER: Wingo
TWL(BCR) Tv(Aca) DRY
BORING COMPLETED 08/04/11
CAVE IN DEPm ® 19.0'
gym,
RIG W pip M FOREMAN John Wingo
DRILLING METHOD HSA

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
APPENDIX F — LABORATORY RESULTS

Proctor (ASTM D 1557 )Test Summary
129 '
128
127 `
126
125
124
123
122
tl 121
120
.� 119
118
NL
117
a 116
115
114
113
112 ,
111
110
109 =
108
107
$
6 7
8 9 10
it 12 13 14 15 16 17 18 19 20 21 22 23
Moisture Content ( %)
LI uid Limit LL
32
Natural Moisture Content
20
Plastic Limit PL
1J
Percent Passing No. 200 Sieve
Percent Retained on the
—
Plasticity Index (PI)
P
13
No. 4 Sieve
Liquidity Index (LI)
—
Maximum Dry Densl ty (PcfI
119.8
Tan Brown Fine to Medium
Sandy
optimum Moisture Content %
11.7
Corr. Maximum Dry Density cf
119.8
Description
CLAY
Corr. Optimum Moisture
11,7
Classification
"°
Content
Test Method
A
Test Standard
ASTM D 1557
Specific Gravity of Soil Determination Test
Estimated
Specific Gravity of Soil
2.70
Method _
Specific Gravity of Oversize
2.70
Specific Gravity of Oversize Fraction Test Method
Estimated
Fraction
S-3
Borlon Nu ber
8 -204
Sample Number
_
Preparation Method
I
Dry
Ram er Type
Manual
ECS Carolinas, LLP
Project No.
18988
Project Name:
East Site
PM:
Lorin E. Awns
PE:
James D. Hoskins
Greensboro, NC
Printed on(date):
July 22, 2011

1 f
1
1
1
1
1
L
ii
iL 11
`� 11
� c
C
c
c
c
5
9
8
8
r
ummary
• ���i���a��titalllllllllf ■Itftftff•������
�aaas .a.a�.aar�.�aaar.rr.rrr.�.. -------- - - - - -- -_ -------------- - - - - -- -
AQ AV AV Gl 22 2.i 24 25 26 27 28 29 30 31 32 33 34 .35
Moisture Content ( %)
Index (PI) 13 Percent Retained on the
No. 4 Sieve
ndex LI Maximum Dry Density cf g9.2
�n Red Clayey SiLT Trace Fine Sand 0 timum ofsture Content 76 22.0
Corr. Maximum Dry Density c 99.2
lion d, Corr. Optimum Moisture
Content W 22.0
Specific Gravity of Soil
2.70
pecific Gravity of Soil Determination Test
_
ethod
Estimated
Specific Gravity of Oversize
Fraction
2.70
;4M
pecific Gravity of Oversize Fraction Test Method
Estimated
Borin Number
&21B
am le Number
Preparation Method
D
arnmer Type
Manual
Project No. 19988
Project Name; East Site
;
ECS Carolinas, LLP
PM: Lorin E. Akins
PE: James D. Hoskins
Printed on(date): July 22, 2011
Greensboro, NC

Proctor (ASTM D 1557 )Test Summary
110
109
108
107
106
105
104
103
102
101
A=! 100
99
98
'
97
96 -
95
94
93
92
91
90
89 �
14 15 16 17
18 19 20
21 22 23 24 25 26 27 28 29 30
31 32 33 34
Moisture Content (°/O)
Liquid Limit (LI-1
53
Natural Moisture Content
27
Plastic Limit PL
43
Percent Passin No. 200 Sieve
Percent Retained on the
.. -,
Plasticity Index (Pi)
8
No. 4 Sieve
Liquidity Index LI
Maximum Dry Dens it Cf
100.3
Yellowish Tan Fine Sandy SILT
With
optimum Moisture Content %
20.3
Corr. Maximum Dry Densily logo
100.3
Description
Clay
Corr. Optimum Moisture
20.3
Classification
,._
Content
Test Method
A
Test Standard
ASTM D 1557
Specific Gravity of Soil Determination Test
Estimated
Specific Gravity of Soil
2.70
Method
Specific Gravity of Oversize
2.70
Specific Gravity of Oversize Fraction Test Method
Estimated
Fraction
S -4
Borin Number
B -216
Sample Number_
Pre t o Method
Dry
IgammerType
Manual
-
ECS Carolinas, LLP
Project No. 18986
Project Name: East Site
PM: Lorin E. Akins
PE: James D. Hoskins
Greensboro, NC
Printed on(date): July 22, 2011

1:
11
11
1(
V
V
U
1(
"F is
CL is
is
i 9
C: 9
N 9
0 9
9.
9,
9;
9;
9:
9(
8!
8E
84
est Summary
—
■iY� �aaa arrrr rr.. ,
Av 17 N Al ZZ G.i Z4 25 26 27 28 29 30 31 32 33 34
Moisture Content ( %)
Plasticity Index (PI)
30
rcent Retained on the
. 4 Sieve
--�-
Li uidi _Index LI
....
ximum D Density c
bN
_ 100.2
23.0
Description CLA Brown Fine to Medium Sandy
timum Mo isture Content o
_ _
rr. Maximum Dry Density c
100.2
Classification
...
Corr. Optimum Moisture
Content %
23.0
Test Method
A
Test Standard
Specific Gravity of Soil
2.70
Specific Gravity of Soil Determination Test
_ ASTM D 15:
Method
Estimated
Specific Gravity of Oversize
Fraction
2.70
Specific Gravity of oversize Fraction Test Method
Estimated
Boring Number
8 -212
Sam le Number
Pre a t o Method
_
o
Rammer Type
S -2
Manual
Project No. 19988
Project Name: East Site
- - ' ECS Carolinas, LLP
PM: Lorin E. Akins
PE: James D. Hoskins
Printed on(date): July 22, 2011
"`_
Greensboro, NC

mits
est Summary (Met
S
All samples are prepared using'DRr method unless otherwise noted
%Semple
Boring Number Depth Test Description MC LL PL PI % Passing Retained on Not" Sample Number (feet) Symbol (%) $200 Steve 940 Sieve
B-216 / S-11 1.00 - 2.5D A Red Clayey SILT Trace Fine Sand 36.6 50 43 13
Project No.
Project Name:
PM:
PE:
Printed on(dat
19988
East Site
Lorin E. Akins
James D. Hoskins
July 22, 2011
-- - I ECS Carolinas, LLP
Greensboro, NC
O

OD -
70
60 -
FT 50
X
W
40
Co
U
30
ltl
t0
10 -
ummary
........... .......... ____n n
} ...n...........
n.n..........
Ir
.......,.n .... .......... n........... . '...�
6
E ..................... n n
10
20 30 40 30 00 70 80
90
E
PE: James D. Hoskins
Liquid Limit, LL
Greensboro, NC
Printed on(date): July 22, 2011
f
All samples are prepared using 'DRY'method unless otherwise noted
....7:.w.o.. ` ... ..........................nn...
...............
............. «. «.......n„.....
....n........... ..y,.:��� ..... -..n.n ..I.................
Description
MC
LL
PL
PI
%Passing
.n•....w..,.... }n nn.n.n...... u.n «......n.....
.... «...n... ,.....................
(feet)
9 .... ......... '., n'J" t «..... ,., nnn.....n......•,.uy . n
1r,/' i
................ ............wyn -.-.
)
3
•
•tip I
_ ..............
;ti
.n...n......nWi« .......n.....,. ni...............
n.n .............r�r�..
n.....
.......... ..........�...... ............ ..... ...n.........na ......... .... «.« ..
.n...n...........� ............n «..
y ................................ ... ........ «.....�..r.........
,•.1-
........
n.nn............�,..... n. n....... o......... ._.........o... «..n............
t
•
........
...n........ _ ........... I .. n.n .........
........ ....nn «.........
OL
i
� a
a' -
ECS Carolinas, LLP
Project Name: East Site
0
10
20 30 40 30 00 70 80
90
PE: James D. Hoskins
Liquid Limit, LL
Greensboro, NC
Printed on(date): July 22, 2011
_
All samples are prepared using 'DRY'method unless otherwise noted
Boring Number
Depth
Test
Description
MC
LL
PL
PI
%Passing
%Sample
Retained on
Sample Number
(feet)
Symbol
06)
#200 sieve
#40 Sieve
B -2041 S-3
6.00-7.50
A
Tan Brown Fine to Medium Sandy CLAY
20.2
32
19
13
100 1�0
Notes
Project No. 19988
a' -
ECS Carolinas, LLP
Project Name: East Site
PM: Lorin E. Akins
PE: James D. Hoskins
Greensboro, NC
Printed on(date): July 22, 2011
_

sn
70
X
0)
C
40
Q)
30
CL
20
10
D
4jia) i eat summary (Method A'
... ........n « .... ........ ... ».. «.�................... !! ».n.. «....,.....; ».... . ...... » .... ia 33 .. ........... » !t . ...r...... ..' ,r
.......... ................
��...
`F............... F , 3
...u.....uulWji[[FF'I .. .......... [.. u».. u.».... ' uEn nm.....r... .., .....w.u.... .. .. mn. »n.,nw.. .. m......w u .. .F.....m...
I lilt � Iler � tpF �,1t'w i
' 1 f� `
..t.. »...�. « ................ ..n..n...... .................. » .......... 9.. `.... -,. �., . ................ ................
E � .'♦r = ..� F i
».. »..................... c ............... ........... .......n...... ;........... «...e ,.. .n........m .........a.... ........n
( _ f
........... n .. .. i .•' �`y�� o.n f ) f
. t !
E 6 i
' f
.... »..« v-, a.'��r. », «..... F,......» . »a ................. m ». »...... ...... . ...... ».» ....n ..........w ....N. E .................. ..... ...... ».n
lug t"' ML or!OL '� c
t
n 1A hn ear ...
„' ou qu 7D 8D 9D 10D 110 I
Liquid Limit, LL
All samples are prepared using TRY' method unless otherwise noted
Boring Number Depth Te61 MC % Passing % Sample
Sample Number (feet) Sjrmhot Description LL PL PI Retained on Notes
(°i�1 #200 Sieve #40 Steve
B -218 / S-4 8.50- 000 Yellowish Tan Fine Sandy SILT with Clay 28.8 51 43 a
Project No. 19988
Protect Name: East Site
ECS Carolinas, LLP
PM: Lorin E. Akins
PE: James D. Hoskins
Printed on(date): July 22, 2011
Greensboro, NC

PTIA — East Site Development
Greensboro, North Carolina
ECS Project No.: 09.19988
July 22, 2011
Revised August 17, 2011
APPENDIX G - PAEVIOUS SUBSURFACE EXPLORATION

_ l
J
* SCALE (IN FEET)
200 400
s 400 U
REFERENCE:
SITE PLAN PROVIDED BY
BAKER CORPORATION
LLP
CAROLINAS
Q.,
i
µr
r '
fI�
f1 r� 1
r° •;
�4
� y
FIGURE 2 -B
ECS PREVIOUS BORINGS
PTIA EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA
ECS PROJECT 09.19988
- -.
rte-
* SCALE (IN FEET)
200 400
s 400 U
REFERENCE:
SITE PLAN PROVIDED BY
BAKER CORPORATION
LLP
CAROLINAS
Q.,
i
µr
r '
fI�
f1 r� 1
r° •;
�4
� y
FIGURE 2 -B
ECS PREVIOUS BORINGS
PTIA EAST SITE DEVELOPMENT
GREENSBORO, NORTH CAROLINA
ECS PROJECT 09.19988

CLIENT
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB # BORING SHEET
09.13835C L B -100 1 of 2
E
c
PROJECT NAME
ARCHITECT- ENGINEER
gLLP
BALLINGER ROAD BORROW SITE
�AFZ4�T/+IAS
SITE LOCATION
GREENSBORO, NORTH CAROLINA
ALIDRATED PEN] amETER
'C' a TOHB a+
RATER LIQUID
CONTENT % UiAITT X
-' ° -- W
UALITY DESIGNATION dt RECOVERY
FROCK
-4 % — RE 8 - 409K- 60?6— SOXr --10O
0 STAND ��PENENETRATION
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING W- LOSS OF CIRCULATION t0
,4
c
SURFACE ELEVATION 851 .0
0
!0 20 SO 40 6D+
Topsoil Depth B"
850
RESIDUAL: Brownish Orange and
1
SS
1B
15
6 •
Tan, Clayey SILT, Moist, Firm,
(ML)
45.0
2
SS
18
15
7 47
Orangish and Yellowish Brown,
SILT, Trace Fine Sand, Moist to
Wet, Firm to Soft, (ML)
845
S
SS
18
15
4
50.3
i
840
6
32.9
4
SS
18
1S
Orangish Brown and Dark
Yellowish Brown, Silty Fine
SAND, Moist to Wet, Loose (SM)
='
b
5
SS
18
15
i5
'•
s35
10
6
SS
18
15
20
830
S
7
SS
18
15
25
825
8
SS
18
15
CONTINUED ON NEXT PAGE.
THE srmnNEICATIDA LINES REPRESENT THE APPROMATE IMUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRMUTION MAY BE GRADUAL
PL DRY WS OR Co
BORING STMM 03 -02 -07
TWLIBCR) TWMACR)
BORING COMPLETED 03 -02 -07
CAVE IN DEPTH a 26.0'
:9n25.0' 0 24HRS.
RIG CME 550 WINGO
DEWO METHOD HSA

CLIENT
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB #
09.13835C
BORING #
I B -100
SHEET
2 OF 2
IEULLP
CAROL1fVA9
PROJECT NAME
BALLINGER ROAD BORROW' SITE
ARC=CT- ENGRfl=
SITE LOCATION
GREENSBORO, NORTH CAROLINA
-0- CAIMUT D P OMETER
i s 4 5+
PLASTIC WA16 LIQUID
LDHT X CONTENT ENT X LBII'r R
R A
ROCK QUALITY DESIGNATION k RECOVERY
0%-4 - 6 RE 8
20X- 40X- 60Xr- 809fr -100ZC
0 STANDARD PENETRATION
BLOwslrr.
10 20 s0 40 a"
A
z°
9
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ®-- LOSS OF CIRCULATION 100
SURFACE ELEVATION
851.0
Orangish Brown and Dark
Yellwh Brown, Silty Fine
$20
tSAN_D,'_61S,t to Wet, Firm to
f, (SM)
5
SUE
9
PARTIALLY WEATHERED ROCK:
S
Grayish Dark Brown, Silty
Medium to Coarse SAND, With
Rock Fragments, Wet, (WR)
815
END OF BORING 0 34.2'
4
810
45
805
I
i
50
800
55
795
Z.
Z.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
Yn DRY ws oR ®
BORING STARTED 03 -02 -07
TwL(BCR) :gwL(ACR)
BORING COMPLETED 03 -02 -07
CAVE IN DEPTH ® 26.0'
PL 25.0' 0 24HRS.
RIG CME 550XREW WINGO
DRILLING METHOD HSA

cima
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB #
09.13835C
BORING #
I B -101
SHE r
1 OF 2
��-
Ecq LLP
PROJECT NAME
ARCHITECT- ENGINEER
BALLINGER ROAD BORROW SITE
CAROLINAS
SITE LOCATION
GREENSBORO, NORTH CAROLINA
PSNMO'MER
A a TOS.M. 4 4 e+
PLASTIC RATER LIQUID
I]HC1' R CONTENT R LnUT 9
x (m-- -- —A
ROCK QUALITY DESIGNATION & RECOVERY
DESCRWMON OF MATERIAL ENGLISH UMS
BOTTOM OF CASING W- LOSS OF CIRCULATION IGO
SURFACE ELEVATION 875.0
RQDX— — — REC.96 ---
2096- 4OX -60Xr- 80%100
® STANDARD PENETRATION
10 20 30 40 rA*
O
Topsoil Depth 3'°
1
SS
18
15
10 0
RESIDUAL: Reddish to Orangish
Brown, SILT, Trace Fine Sand,
31.2
Moist, Stiff, (ML)
2
SS
1B
15
14 0
$
$70
33.8
9 • X_ —A
3
SS
18
15
30.7 41 51.4
i
865
7 i
11.7
4
SS
18
14
Yellowish to Pinkish Tan, Fine
to Medium SAND, Trace Slit,
Trace Mica, Moist, Loose, (SW)
.Y.'
5
SS
1e
13
6 •
15
'k 860
i8.s
Brown, Orangish Brown and
Grayish Tan, Silty Fine SAND,
With Mica, Wet, Loose to Medium
20
Dense, (SM)
6
27.4
6
SS
18
14
2
g5Q
6
57.8
7
SS
18
15
69.9
8 •
B
SS
I8
15
30
------- --- --- - --
-
- ------- _...__
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SGIL TYPES IN -SITU THE TRANSITION NAY BE GRADUAL
VL DRY WS OR ®
BORING STARTED 03 -02 -07
7TH om) TwL(AcR) 3 6.0
BORING COMPLETED 03-02-07
CAVE IN DEPTH
TIL 32.0' 0 72HRS.
RIG CME 550WMNWINGO
DRIIIDIG METHOD HSA

alENT JOB BORING SHEET
PIEDMONT TRIAD AIRPORT AUTHORITY 09.13835C B -101 2 OF 2
PROJECT NAME ARCHITECT- ENGINEER
BALLINGER ROAD BORROW SITE
SITE LOCATION Tjl'lO%-4O%—lOX-8OX-1 TONS OI -
GREENSBORO, NORTH CAROLINA z r' 4 6}
C 1fAlER LIQUID
R CONTENT % LUM R
DESCRIPTION OF MATgRM ENGLISH UNVS _V
UALITY DESIGNATION &RECOVERY
BOTTOM OF CASING ®— LOSS OF CIRCULATION ao D %- -- — Rec.%
00
SURFACE ELEVATION 875 O STAND AIM PPENETRATION BWW
3 10 eD 30 40 so+
Br own, Orangish Brown and
Grayish Tan, Silty Fine SAND,
With Mica, Wet, Loose to Medium
Dense, (SM)
-:1 9 1 SS I le 115 1
3
plell®u®
it IS$I15115
KIM
1'R SS 18 15
50
I�
13 SS 18 10
�
55
END OF BORING ® 55.0'
7
0
55.8
)IS 0
48.2
13
82.9
!15
41:.5
0
40.8
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
$n DRY 0 BoRwO 8TARTED 03 -02 -07
TWL(BCR) TmOcR) 36.0' BORING COMPLETED 03 -02 -07 CAVE IN DEPTR a pVC
In 32,0' 0 72HRS. RIG CME 550 WINGO Dm=" ' MI) HSA

CLIENT
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB # BORING #
09.13835C B -102
Si ET
1 GF 1
! "p
CAROLINAS
PROJECT NAME
BALLINGER ROAD BORROW SITE
ARCHITECT – ENGINEER
SM: LOCATION
GREENSBORO, NORTH CAROLINA
-0- CMM1kT %� DMZ
s x a 4 6+
PLASTIC WATER LIQUID
LiM X CONTENT X LBIlT X
0
ROCK QUALITY DESIGNATION & RECOVERY
RQDX—
0%-4 — 6 RE 8
2096 - 4016 -60%r- 80%10096
® STAND PENETRATION
ID Pb 8b 4O 64t
q
a
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION b
� �
SURFACE ELEVATION 8 41.0
0
b
1
1
20
25
3
Topsoil Depth 3°
840
838
830
825
820
815
9
12
13
20
13
13
20
1
SS
18
-
14
RESIDUAL: Orangish Brown, SILT,
Trace Clay, Moist, Stiff, (ML)
2
SS
IB
14
Orangish Tan, SILT, Moist,
Stiff, (ML)
Dark Purplish Brown and Dark
Tannish Brown, Silty Fine SAND,
Moist, Medium Dense, (SM)
END OF BORING 0 25.0'
3
SS
18
15
4
SS
18
1S
5
SS
IS
15
6
St
18
15
'7
SS
18
15
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOD_ TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
$TL DRY WS OR 0
BORING STARTED 03 -02 -07
7WL(BCR) TWL(AcR) DRY
BORING COMPLETED 03 -02 -07
CAVE IN DEP711 ® 16,0'
Tn 19.0' 0 72HRS.
RIG CME 55 WINGO
DRM NG MBTHOD HSA

CLMNT
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB #
09.13835C I
BORING #
B -103
MEET
1 OF 2
�'!
WLLP
CAf20L1p4^S
PROJECT NAME
BALLINGER ROAD BORROW SITE
ARCHITECT- ENGINEER
SITE LOCATION
GREENSBORO, NORTH CAROLINA
-0 CALIBRATED pg o�R
x $ '0�a . 4 6+
PLASTIC WATER LIQUID
LDRT X CONTENT X LIMIT X
g-- .,...��__.__�0
ROCK QUALTPY DESIGNATION & RECOVERY
ROD%— — — REC.M
2016- 40916- 6016 --8OXr -100
0 sTANDM PENETRATION
10 20 so 40 604
°
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ®- LOSS OF cIRCULATION t0
z
SURFACE ELEVATION 865.0
0
Topsoil Depth 2"
1
SS
113
15
7
RESIDUAL: Orangish Brown, SILT,
Moist, Firm to Stiff, (ML)
5
2
SS
18
15
860
f3
3
SS
18
15
.7
Brownish Orange and Yellowish
1
4
SS
18
15
Tan, Silty Fine SAND, Trace
Mica, Moist, Loose to Medium
Dense, (SM)
855
g
15
850
6
5
SS
18
15
3
845
6
SS
18
15
r
25
840
7
9
SS]
IS
15
8
SS
18
12
30
- - - - -.... - - - - - -
-
------ -- - ---
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SIII. TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
7n 26.0' WS OR 0
BORING STARTED 03 — 01 — 07
® n(BCR) TWQACR)
BORING COMPLETED 03-01-07
CAVE IN DEPTH a no'
Zn 24.0' 0 72HRS,
RIG CME 550 WINGO
DRumr- Ml<l'HOD HSA

cum
JOB # BORING #
SHEET
No i
PIEDMONT TRIAD AIRPORT AUTHORITY
09.13835C B -103
2 OF 2
EC&Lp
PROJECT NAME
ARCHITECT - ENGINEER
BALLINGER ROAD BORROW SITE
CAROLINAS
SITE LOCATION
- CAURRATED PENMOMETER
T01�s
GREENSBORO, NORTH CAROLINA
x a 4 a+
ASTIC NAM LIQUID
q1F,
MIT % CONTENT N UMIT R
X 0—
DESCRIPTION OF MATERIAL ENGLM UNITS
CK QUALITY D ESIGNATION &RECOVERY
BOTTOM OF CASING LOSS OF CIRCULATION � o
� C�
ROD % — X 6 —S
2ox— ao %— soap —so %1 00
® STANDARD PENETRATION
BLOWS/Ff.
SURFACE ELEVATION
865.0
to ea so 40 60+
3
Brownish Orange and Yellowish
Ton, Silty Fine SAND, Trace
Mica, Moist Loose to Medium
Dense, (SM5
PARTIALLY WEATHERED ROCK: Dark
35-
Brown and Dark Gray, Fine to
830
Medium SAND, Trace Mica, Moist
to Dry, (WR)
40-:
828
50
45
END OF BORING ® 44.0'
820
50
81
55-
810
60
—
—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY HE GRADUAL
PL 26.0' WS OR ®
BORING STARTED 03-01-07
T"CR) YWUACR)
BORING COMPLETED 03-01-07
cnvE Da DEPTH 6 31.0'
TwL 24.0' 0 72HRS.
RIG CME 55DXRMNWINGO
DRIU NG METHOD HSA

"""r" • JOB # BORING # SMET
PIEDMONT TRIAD AIRPORT AUTHORITY 09.13835C j B -104 1 Dzr 'f
PROJECT NAME ARCHITECT— ENGINEER SLIP,
BALLINGER ROAD BORROW SITE
CAROLINAS
SITE LOCATION —o- PEOMMETER -
GREENSBORO, NORTH CAROLINA do . $
5
15
PLASTIC WATER LIQUID
Topsoil Depth 3"
,
`.
�+
+
�'
.'
LURT 9 CONTENT X MIT R
X --�--
1
23.9
50
14.3
5
37.3
4
•
60.7
13
1
SS
18
15
DESCRIPTION OF MATERIAL. ENGLISH UKrm
x
I
2
+SS18
x
ROCK QUALITY DESIGNATION & RECOVERY
ng
3
BOTTOM OF CASING ®— LOSS OF CIRCULATION 100
18
ROD%— — — REC,36
a
g
�j
�,
4
2036 - 4036 -60%— BOX -100%-
® STANDARD x
/FT.
SURFACE ELEVATION
843.0
15
Brownish Orange, SILT, Wet,
Soft, (ML)
Orangish Brown, Silty Medium to
Coarse SAND, Moist, Medium
Dense, (SM)
DW
0
SS
18
15
-- -
10 •16 so 40 eo+
5
15
Topsoil Depth 3"
,
`.
�+
+
�'
.'
840
035
830
1
23.9
50
14.3
5
37.3
4
•
60.7
13
1
SS
18
15
POSSIBLE ALLUVIAL: Purplish
Dark Gray, Clayey SILT, Wet,
Very Soft, (ALLUV)
2
+SS18
15
POSSIBLE ALLUVIAL: Gray, Clayey
SAND, Wet, Loose, (ALLUV)
3
SS
18
15
RESIDUAL: Grayish Green, Clayey
SILT, Wet, Firm, (ML)
4
SS
18
15
Brownish Orange, SILT, Wet,
Soft, (ML)
Orangish Brown, Silty Medium to
Coarse SAND, Moist, Medium
Dense, (SM)
5
SS
18
15
Grayish Green to Orangish
1g 825
Brown, Silty Fine SAND, Moist,
6 SS 18 15 Medium Dense, (SM)
7 ISS118115
� j -j I I I ! END OF BORING ® 25.0'
4 o.�1_I_LJ ker
I THE SYRATIFICATMN LINES REM SENT THE APPROXIMATE MUNDARY LINES )M'rVEEN SAIL TYPES IN -SITU THE TRANSITIDN MAY X GRADUAL
; SwL DRY WS OR ® BORING STARTED 03 -02 -07
TWgBCR) TW4ACR) BORING COMPIRM 03-02-07—CAVE IN DEPTH 6 22.0'
,T� 20.0' ® 24HRS, RIG CME 550W"AN WINGO i DRIUNG METHOD NSA

CLWff
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB #
09.13835C
BORING #
1 B -105
s1izo
1 9F 1
�,�,
LLP
PROJECT NAME
ARCHITECT — ENGINEER
BALLINGER ROAD BORROW SITE
CAROLINAS
SITE LOCATION
GREENSBORO, NORTH CAROLINA
-o- CAUBRATED PENETROMETER
i # TONS P. 54r
I�'I. me RAISER Liqum
I= M CONTENT R LTSIiT R
ROCK QUALITY DESIGNATi0 oN &RECOVERY
RQD9L— — — REC.A6 ---- --
20%- 40%— GOX—SOX —100
® STANDAM PME nON
10 EO 90 40 60+
a
z°
FN
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 100
SURFACE ELEVA77ON 841 .0
o
� �
Topsoil Depth 2"
840
RESIDUAL: Reddish and Orangish
1
SS
18
15
7 0
Brown, SILT, Trace Fine Sand,
Moist, Firm, (ML)
35.3
8
SS
18
15
9 !
5
41.5
835
11 • «
34.8
3
SS
18
15
Orangish Brown to Brownish Dark
Tan, Silty Fine SAND, Moist,
Loose to Medium Dense, (SM)
4
SS
18
15
1
e -0
37.0
854
9
5
SS
18
15
1 LP
33.6
825
223
6
SS
is
15
20
18.
820
16 •
7
SS
18
15
2�
-
20.7
END OF BORING ® 25.0'
815
3
_-
THE STRATIFICATION LINES REPRESERt THE APPROXINATE BOUNDARY LINES BETWEEN SML TYPES IN -$ITu THE TkmSITtrw MAY 8E GRAwAL
Vn DRY WS OR a
BORING STARTED 03 -03 -07
,T"CR) TwgAcR) DRY
BOMG COMPLETED 03 -03 -07
CAVE IN DEM ® 16.0'
b°WL
RIG CME 550WMN WINGO
DR UMr. MMOD ' NSA

CLIENT
PIEDMONT TRIAD AIRPORT AUTHORITY
PROJECT NAME
BALLINGER ROAD BORROW SITE
SITE LOCATION
GREENSBORO, NORTH CAROLINA
O•
5
JOB # BORING #
09.13835C B -106
ARCHITECT - ENGINEER
SHEET
i OF 2
-0- ca nwm
2 ISSIIBI15
Orange to Orangish Brown, SILT,
3 SS 18 15 Trace Mica, Wet, Firm to Soft,
(ML)
PLASTIC WATER LIQUID
L MI'T X CONTENT X Luc X
ROCK QUALITY DESIGNATION & RECOVERY
RODX— -- — REC.%
20%-40%-60X—BOX-1 00%—
® STANDARD `MTION
to Lb 30 40 6D+
x
18
1 15
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING &- LOSS OF CIRCULATION 100
11
o
P
SURFACE ELEVATION 852.0
• Topsoil Depth 3"
1 SS
18
15
18
450
6
RESIDUAL: Orangish and Reddish
Brown, SILT, Moist, Firm to
Q
Stiff, (ML)
2 ISSIIBI15
Orange to Orangish Brown, SILT,
3 SS 18 15 Trace Mica, Wet, Firm to Soft,
(ML)
Orangish Brown and Gray, Silty
Fine to Medium SAND, Trace
Mica, Wet, Loose to Medium
7 SS 18 10
Dense, (SM)
0
R
1 8 1 SS 1 18 15
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
Yn DRY WS OR ® BORING STARTED 03 -01 -07
TaW913m) TW(AcR)18.0' BORING COMPL.EM 03-01-07 CAVE IN DEPTH ® PVC
WL 16.0' ® 72HRS. RIO CME 55DX=m WINGO DRMING MMOD HSA
4 SS
18
1 15
1
5
SS
18
15
15
Q
6
SS
18
7
20
Orangish Brown and Gray, Silty
Fine to Medium SAND, Trace
Mica, Wet, Loose to Medium
7 SS 18 10
Dense, (SM)
0
R
1 8 1 SS 1 18 15
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
Yn DRY WS OR ® BORING STARTED 03 -01 -07
TaW913m) TW(AcR)18.0' BORING COMPL.EM 03-01-07 CAVE IN DEPTH ® PVC
WL 16.0' ® 72HRS. RIO CME 55DX=m WINGO DRMING MMOD HSA

RI4m
JOB #
BORING #
SHEET
PIEDMONT TRIAD AIRPORT AUTHORITY
09.13835C
I B -106
2 OF 2
c
LLP
PROJECT NAME
ARCHITECT — ENGINEER
BALLINGER ROAD BORROW SITE
GAROL�NAS
SITE LOCATION
CALMRA48D PE'jIEl 007ER
T°�/�',70
GREENSBORO, NORTH CAROLINA
;g 4 6+
IC TA'I�RR LIQUID
X CONTENT x Lnar x
QUALITY DESIGNATION RECOVERY
Ti
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CA91riG ®-- Id[33 OF CIRCULATION 100
A
SURFACE ELEVATION 852.0
X- 4096 -60%— OX-100
3TANDAENETRATION
10 20 s0 40 60+
Orangish Brown and Gray, Silty
Fine to Medium SAND, Trace
Mica, Wet, Loose to Medium
820
Dense, (SM)
PARTIALLY WEATHERED ROCK:
9
SS
18
15
Orangish Dark Brown, Silty Fine
SAND, Trace Mica, Dry, Very
Dense, (WR)
815
END OF BORING ® 35.0'
4
810
4
4
$a5
50
$aa
55
60
f-7951
TW MATIFICAT113N LINES REPRESENT THE APPMXIMATE BOUNDAIIY LINES BETWEEN St1U. TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YWL DRY WS OR ®
BORING STARTED 03 -01 -07
.TWL(BCR) TWL(ACR) 18. 0'
BORING COMPLETED 03-01-07
CAVE DI DEPTH
:gWL
RIG CME 550XRmaNWINGO
DRRIMG METHOD HSA

CLIENT
PIEDMONT TRIAD AIRPORT AUTHORITY
PROJECT NAME
BALLINGER ROAD BORROW SITE
SITE LOCATION
GREENSBORO, NORTH CAROLINA
1
I
R
®1
R1
01
0
�.1
JOB # BORING #
09.13835C I B -107
ARCHrrECT- ENGINEER
SFJEET
t � )
Topsoil Depth 3"
1 SS 18 15 POSSIBLE _FILL: Orangish Brown
and Graylsh Tan, Silty Fine
SAND, With Clay, Moist, Medium
2 SS 18 15 Dense, (Possible Fill)
RESIDUAL: Brownish Tan and 81
Orangish Brown, Fine SAND,
S SS 18 15 Ira a Silt. Moist to Dry,
Medium Dense to Dense, (SM)
4 ISS118115
END OF BORING ® 10.0'
81
s THE .MATWICATION LINES REPW-SEWr THE APPAm11iW1rE BOUNDARY LINES 9T4 IMN 9131L TYPES IN -SITU THE TRAa1SIT10N NAY BE GRADUAL
:9n DRY WS OR 4D BORING STARTED 03-01-07
illynmcR) TW14ACR) DRY BORING COMPLW= 03 -01 -07 CAVE IN DEPTS 0 6.5'
!o' RIG CME 550XMM WINGO oR RIG IMOD HSA
PL1 MC WATn LIQUID
U= % CONTENT R LIMIT %
K QUALITY DESIGNATION & RECOVERY
bl
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
BOTTOM OF CASING ®— LOSS OF CIRCULATION 100
O00
r2j0X-40%-60%-8OX—j %
sTANDAR�P�ENE nTIoN
SURFACE ELEVATION
820.0
/F'•
Topsoil Depth 3"
1 SS 18 15 POSSIBLE _FILL: Orangish Brown
and Graylsh Tan, Silty Fine
SAND, With Clay, Moist, Medium
2 SS 18 15 Dense, (Possible Fill)
RESIDUAL: Brownish Tan and 81
Orangish Brown, Fine SAND,
S SS 18 15 Ira a Silt. Moist to Dry,
Medium Dense to Dense, (SM)
4 ISS118115
END OF BORING ® 10.0'
81
s THE .MATWICATION LINES REPW-SEWr THE APPAm11iW1rE BOUNDARY LINES 9T4 IMN 9131L TYPES IN -SITU THE TRAa1SIT10N NAY BE GRADUAL
:9n DRY WS OR 4D BORING STARTED 03-01-07
illynmcR) TW14ACR) DRY BORING COMPLW= 03 -01 -07 CAVE IN DEPTS 0 6.5'
!o' RIG CME 550XMM WINGO oR RIG IMOD HSA

0T
PIEDMONT TRIAD AIRPORT AUTHORITY
JOB #
09.13835C
BORING #
B -108
SHEET
1 or 1
RFLLP
CAROL /IVAS
PROJECT NAME
BALLINGER ROAD BORROW SITE
ARCHITECT — ENGINEER
SITE LOCATION
GREENSBORO, NORTH CAROLINA
=(?- CA1I}LRA PBN OM MM
TONS
i >t 4 e+
PLASTIC InER LIQUID
LIMIT R CONTENT X Luar R
X �-- -�~���
ROCK QUALITY DESIGNATION k RECOVERY
RQDX -- — -- REC.%
2096 --40%— SOX -80% -100
® STANDARD PENF°1RATION
BLOWS/f.
ao 20 so 40 80+
Q
IG
..,
p
O
z°
�
�
DESCRIPTION OF MATERIAL ENGLISH ;Jq
BOTTOM OF CASING ®— LOSS OF CIRCULATION
�
z
SURFACE ELEVATION
830.0
6
1
15-:
i
20
25
3
Topsoil Depth 3"
825
820
815
810
805
8
1a
4
1
SS
18
15
RESIDUAL: Orangish Tan and
Brown, SILT, Moist, Firm to
Stiff, (ML)
2
Ss
18
15
Orangish Tan and Orangish
Brown, SILT, With Black
Inclusions, Wet, Soft, (ML)
3
SS
18
15
4
SS
18
15
--
END OF BORING ® 10.0'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BDUN'DARY LINES KTVEEN SOIL TYPES IN -SITU THE TRANSMaN MAY K GRADUAL
VWL DRY WS OR (D
BORING STARTED 03 -03 -07
CR) Twr( )DRY
SoRicic COMPLETED 03-03-07
CAVE IN DEPTII 0 6.0'
'�
RIG CME 550WMM WINGO
DRILLING METHOD HSA

y � M
D AIRPORT AUTHORITY
ROAD BORROW SITEO, NORTH CAROLINA
9
5-
JOB # BORING #
09.13835C 8 -109
ARCHITECT - ENGINEER
SHEET
or 1
PLAMC $ATIM
i bESCXPnON OF MATERIAL ENGLISH LO[I'f CON %TIT x 1J147' !L
�i UNITS `� '�—A
q BOTTOM OF CASING RM RUAUN DESIGNATION Ac RBCOVny
LO33 OF CIRCULATION 100 c RQD9K— -. REC.X
SURFACE ELEVATION a 2OA'r- 4pN`60X --8oX --I OOX--
I� R
28 0
I ISS118115
2 1 SS I'a 115
Topsoil depth 7" I
RESIDUAL: Dark Brown and Orange
and Tan, SILT, Trace Roots,
Moist to Wet, Firm, NO
3 SS 18 15 Orange and Orangish Brown, Fine
to Medium SAND, Trace Slit,
Moist, Medium Dense, (SM)
4 SS I8 15
I
END OF BORING ® 10.0'
;
1
8 2(
7;
25'
THE STRATIFICATION LINES RrP1IE'SEHT TAE APPROXIMATE BM WARY LUGS BETWEEN SDO
DRY WS OR 0 RORWG SrAIMn
,Y'cR)wt(ACR) DRY eoxDaG 03 — 0 3 — 0 7
coalPtETSD 03 -03 -07
zoo CMI= 550'"ium WINGO
►a�
61
IH -situ THE
CAVE IN DEPTH 6 6,0'
DRMMO UIOD
NSA
HAY BE GRADUAL