SW3170503_HISTORICAL FILE_20170725

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW
DOC TYPE 1 ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

SW3170503 — Afton Ridge Industrial — Response to Comments
June 9, 2017
Page 1
REC iVE'D
Robert D. Patterson, PE
Environmental Engineer
DEMLR— StormwaterProgram
North Carolina Department of Environmental Quality DEAjf?
Re: 4386.04 - Afton Ridge Industrial - Response Lette to 1P,.,NEDEQ,Stormwater
Review - SW3170503 p e., p7,p 4e ion�r n�a
Dear Mr. Patterson,
This letter is our response to the comments dated May 23, 2017 for the above
referenced project. Please see the comments below followed by our response in bold
print.
,,1 Revise the supplement to reflect the plans that the internal pond side slopes
are 3:1, not 2:1.
The supplement has been revised and is enclosed, as requested.
v2 Revise C-910, OCS-EC-3 section view to show 2:1 for the outer slope to be
consistent with the plan view.
The detail has been revised as requested.
.6. Provide and label a SCM access easement to the nearest public right-of-way
[General MDC 9]. Since there is not a site or grading plan sheet, please show
this on the post- construction drainage plan sheet.
The required easement has been included in the plan sheets when
relevant, including on the post -development map, as requested. Please
note that the access easement has been dedicated to a proposed Right -
of -Way that will dedicated prior to the conversion of the BMP from its
erosion control to final stage.
r4. Provide supporting calculations to demonstrate that the two forebays sum to
15-20% of the main pool volume [MDC 51.
The staged storage elevations table of the calculations sheet has been
revised to include the storage volume of the forebays separately from the
total BMP, as requested. A copy of this sheet has been included
separately for quick reference.
5/ Provide a trash rack on the riser [MDC 10].
As discussed in our e-mail correspondence on May 2, 2017, we concluded
that the slab top outlet control structure will serve as an acceptable
alternative to the standard trash rack.
-6. Provide a site specific SCM planting plan. List the species, and show where on
the shelf each species should be planted [MDC 11].
A site specific planting plan has been included as part of the BMP detail,
P:\SDSKPROJ\E386\Submittals\2017\0605 - NCDED - Stormwater - 2nd SubmittaRDo oments\4386 - Afton Ridge Industrial - SW 3170503 -
R,,.nse to Comments - 06.07.17.docx

SW3170503 — Afton Ridge Industrial — Response to Comments
June 9, 2017
Page 2
Sheet C-910, as requested.
7. Please note that a permit modification will be required for the future phases of
the project.
Response noted.
Please let us know if you have any questions or require any further clarifications on the
enclosed submittal.
Best Regards,
Nicholas Vesely, El
COLEJENEST & STONE, P.A.
sac
cc: Mr. Jon Wilson —CK
Mr. Landon Wyatt, III - CK
Mr. Joel Causey, PE, LEED Green Associate — CJS
P:\SDSKPROA4366\Submittals\2017\0605 - NCDED - Stormwater - Pnd Submittal\Documents\4366 - Alton Ridge Industrial - SW3170603 -
Response to Comments - 06.07.17.docs

ColeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
F
Urban Design
200 South Tryon Street, Suite 1400 Charlotte, NC 28202 Charlotte
p+704 376 1555 f+704 376 7851 url+ www.colejenestst p qRaleigh
+m, d FY �6.l�,
JUL 2 i7017
LandEA1r?,DEAILR TRANSMITTAL
Date: June 21, 2017 Mooresville R Quity eelo,aajtori
Reference: 4386.04 — Afton Ridge Industrial — Stormwater Management Permit
Review — 2nd Submittal
Attention: Mr. Robert D. Patterson, PE
Company: North Carolina Department of Environmental Tel: [phone]
Quality — Water Resources
512 North Salisbury Street
Raleigh, North Carolina 27699-1619
Stormwater Proaram
We Are
Transmitting:
® Herewith ❑ Under Separate Cover
Copies
Dated
Description
1
06/20/17
Response Letter to Comments Dated May 23,
2017
2
06/20/17
Supplement EZ-20170329-DEMLR-SW Form
2
06/09/17
Project Construction Documents
2
05/21/17
Project Calculations
1
05/11/17
Revised Staged Storage Calculation Sheet
Transmitted ® Mail ❑ Overnight ❑ Courier ❑ Hand Delivery ❑ Pick -Up
Via:
❑ For Approval ❑ For Your Use ❑ As Requested ® For Review
Remarks: Please find the attached documents for the Stormwater Management
Permit Application review. Please call with any questions.
Thank you,
By:
Nicholas T. Vesely, El
cc: Mr. Landon Wyatt, III - CK
Mr. Jon Wilson — CK
Mr. Joel C. Causey, PE, LEED AP — CJS
P:1S0SKPR0J\43S6\_Correspondencest201 7Bens\062117t Afton Ridge Industral-2nd Stormwater Submittal_ Patterson, R_NCOEO.doc

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
May 23, 2017
Mr. Joel Causey, PE
ColeJenest & Stone, PA
200 South Tryon St., Ste. 1400
Charlotte, NC 28202
Subject: Request for Additional Information
Stormwater Permit No. SW3170503
Afton Ridge Industrial
Cabarrus County
Dear Mr. Causey:
ROY COOPER
Governor
MICHAEL S. REGAN
SecrrWry
TRACY DAVIS
Director
The Division of Energy, Mineral and Land Resources (DEMLR), received a Stormwater
Management Permit Application for the subject project on May 11, 2017. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. Revise the supplement to reflect the plans that the internal pond side slopes are 3:1, not
2:1.
2. Revise C-910, OCS-EC-3 section view to show 2:1 for the outer slope to be consistent
with the plan view.
3. Provide and label a SCM access easement to the nearest public right-of-way [General
MDC 9]. Since there is not a site or grading plan sheet, please show this on the post -
construction drainage plan sheet.
4. Provide supporting calculations to demonstrate that the two forebays sum to 15-20% of
the main pool volume [MDC 5].
5. Provide a trash rack on the riser [MDC 10].
6. Provide a site specific SCM planting plan. List the species, and show where on the shelf
each species should be planted [MDC 11 ].
7. Please note that a permit modification will be required for the future phases of the
project.
Nothing Compares.._
SState of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
512 N. Salisbury Street 11612 Mail Service Center I Raleigh. North Carolina 27699-1612
919 707 9200

Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to June 23, 2017, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please submit your request for a time
extension to the Division at the contact below. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of
a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number SW3170503 on all correspondence. If you
have any questions concerning this matter please feel free to contact me at
Robert. Pattersonna,ncdenr.gov or [phone].
Sincerely,
v 7.�
�
Robert D. Patterson, PE
Stormwater Engineer
Stormwater Permitting Program
ec: Mooresville Regional Office
Sue Homewood — DWR 401 & Buffer Permitting Program
Landon Wyatt, III — CK Afton Ridge Land,'LLC
Nothing Compares
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
512N. Salisbury Street 11612 Mail Service Center I Ralelgh.North Carolina27699-1612
9197079200

COIeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
zi
RECF1VEn
`AM! 9 20 17
DENR-LAND QUALITY
STORMWATER PERMITTING
200 South Tryon Street, Suite 1400 Charlotte, NC 28202 Charlotte
p+704 376 1555 f+704 376 7851 ud+ www.coIejeneststonn.com Raleigh
TRANSMITTAL
Date: May 17, 2017
Reference: 4386.04 — Afton Ridge Industrial — Stormwater Management Permit
Review — 1at Submittal (Supplement Documents)
Attention: Mr. Robert D. Patterson, PE
Company: North Carolina Department of Environmental Tel: [phone]
Quality — Water Resources
512 North Salisbury Street
Raleigh, North Carolina 27699-1619
Stormwater Proaram
We Are
Transmitting:
Land Planning
Landscape Architecture
Civil Engineering
Urban Design RECEIVE®
JUL 4 5 2017
DENR-DEMLR
Land Q al'bJ JectiCTransmitted
Mooresville. Regional ()ffir� via:
Remarks:
® Herewith ❑ Under Separate Cover
Copies
Dated
Description
1
05/11/17
Supplement Operations & Maintenance Agreement
EZ 071414 Form
2
05/16/17
Supplement EZ-20170329-DEMLR-SW Form
2
-
Revised Application Page 2
2
05/10/17
Revised Construction Documents Sheet C-422
Post -Development Drainage Area Ma
S Mail ❑ Overnight ❑ Courier ❑ Hand Delivery ❑ Pick -Up
❑ For Approval ❑ For Your Use ❑ As Requested ® For Review
Please find the attached documents for the Stormwater Management
Permit Application review. Please call with any questions.
Thank you,
By:
Nicholas T.
sac
cc: Mr. Landon Wyatt, III - CK
Mr. Jon Wilson —CK
Mr. Joel C. Causey, PE, LEED AP — CJS
Mr. Jacob D. Bachman, RLA—CJS
P1,SDSKPR0JW3e6\_ConespondencesU01AuanS%D517I71_Aron Ridge lndustnal Patterson, R._NCDEQeoc

ColeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400 Charlotte, NC 28202 Charlotte
p+704 376 1555 f+704 376 7851 url+ www.col Y eom Raleigh
JUL 2 017
DEIyR-DEfV R TRANSMITTAL
Date: May 2, 2017 Land Qtlality Section
Mooresville Regional ()ffinn
Reference: 4386.04 —Afton Ridge Industrial — Stormwater Management Permit
Review — 1 a Submittal
Attention: Mr. Michael Randall
Company: North Carolina Department of Environmental Tel: [phone]
Quality — Water Resources
512 North Salisbury Street
Raleigh, North Carolina 27699-1619
Stnrmwater Prnnrnm
We Are
Transmitting:
® Herewith ❑ Under Separate Cover
Copies
Dated
Description
1
04/25/17
Permit Fee Check #:115299
2
04/26/17
Stormwater Management Permit Application Form
2
04/26/17
Wet Detention Basin O&M Agreement
1
04/24/17
USGS Site Ma
1
05/26/15
Jurisdictional Delineation Report
1
06/26/15
Soils Report and ESHWT Determination
2
PropertyEmperty Deed Information
1
12/62/16
1NCDOS Corporation Documentation
2
04/21 /17
1 Project Plan Set
1
04121 /17
1 Project Calculation Set
Transmitted ® Mail ❑ Overnight ❑ Courier ❑ Hand Delivery ❑ Pick -Up
Via:
❑ For Approval ❑ For Your Use ❑ As Requested ® For Review
Remarks: Please find the attached documents for the Stormwater Management
Permit Application review. Please call with any questions.
Thank you,��
By: _V \" .
Nicholas T. Ve
sac
cc: Mr. Landon Wyatt, III - CK
Mr. Jon Wilson —CK
Mr. Joel C. Causey, PE, LEED AP — CJS
Mr. Jacob D. Bachman, RLA— CJS
MAY 4 2017<, 16
C\UsemtrveselyWppDaWa Loral\MiaDs MWindMSs Temporary lnlemet FilesContend 0utook\F28UM2EZT502171 Afton Ridge
Induslnal_Randall M _NCOEO.doc

Preliminary Wetland and Stream Report
ntz Road Site
Cabarrus County, North Carolina
(+/- 140 acres)
Prepared for
Childress Klein Properties
301 South College St, Ste 2800
Charlotte, NC 28202
May 26, 2015
9
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Prepared By
HUYSMAN & BANDY, INC.
WETLAND AND ENVIRONMENTAL CONSULTANTS
Sparta Office
170 Dew Drop Rd.
Sparta, NC 28675

Summary and Map of Findings:
H&B has conducted a preliminary wetland evaluation of the +/- 140 acre parcel located off of
Untz Road in Cabarrus County. The site and findings are depicted on the attached Figures for
the purpose of identifying the presence of surface waters and wetlands subject to federal and
state jurisdiction and permitting requirements under Sections 404 and 401 of the Clean Water
Act.
The limits of assessed jurisdictional wetlands and streams as assessed within the evaluation area
are depicted in Figure 1: Approximate Depiction of Waters and Wetlands. Assessments made by
consultants regarding jurisdictional limits and permitting requirements are subject to
verification by the US Army Corps of Engineers and, in some cases, the State agencies charged
with protection of surface water resources.
Public Sourced Natural Resource Mapping
The approximate boundaries of the evaluated area are depicted on the attached public sourced
maps and figures. The Army Corps of Engineers utilizes these mapping resources as base line
information and data when initiating site reviews for jurisdictional determinations. H&B makes
no representations relating to the accuracy of baseline data and layers depicted on these maps
and figures.
County GIS (Figure 2)
Relevant water resource layers and hydrologic layers have been activated for this figure.
Water resources depicted on this figure are not typically field verified but rather they
are generated at the county's direction and are most likely based on other public
sourced maps or by GIS staff photo -interpretation.
USGS Topographical Map (Figure 3)
Generally, a feature that is depicted in blue or magenta is a water resource. However,
some of these features may not be jurisdictional resources due to complex nuances
within the regulations. Additional jurisdictional water resources may be present though
they are not be depicted on this mapping resource. Wetland and stream jurisdictional
determinations are based on field evaluations not merely the presence or absence of
blue or magenta features depicted on this map.
Soil Survey (Figure 4)
These maps generally depict large scale soils characteristics within the evaluated area;
typically, the maps do not show specific soils units that are less than two acres in size.
These maps were not intended to be used to define jurisdictional wetlands and streams
but this information is useful to professionals familiar with soils types, hydric soils, and
their characteristics, as well as locating historic surface drainage features.
National Wetland Inventory (Figure 5)
These maps depict wetlands based on US Fish and Wildlife Service criteria; they are not
a substitute for a field evaluation.

Field Evaluation
The field evaluation was conducted utilizing current methodologies which are consistent with
those outlined in the 1987 US Army Corps Wetland Delineation Manual, the Eastern Mountain
and Piedmont Regional Delineation Supplement, post Roponos Supreme Court decision
guidance (2007), and Regulatory Guidance Letters. All findings and assessments made by
wetland consultants regarding limits of jurisdictional or permitting are subject to verification by
the US Army Corps of Engineers and the SC Bureau of Water Resources.
Upon review of the existing site conditions, it is our assessment that three jurisdictional
perennial channels are within the bounds of the site (perennial — relatively permanent water) as
depicted in Figure 1 with dark blue lines. These features, which are depicted on the USGS
topographic map as well as the county GIS map, originate off site. Coddle Creek is located on
the east side of the property. The other two smaller tributaries, also assessed to be a perennial-
RPW's, are depicted in Figure 1. All other surface drainage features are assessed to be upland,
non -aquatic features which are not subject to regulation. Numerous existing culverts are
present on the site and they should be located during any field survey conducted for the site.
Potential wetland areas on the site were evaluated for the presence of hydric soils and evidence
of wetland hydrology and vegetation. In these areas, hydrologic proof would be the existence of
hydric soils with oxidized root channels in the upper soil horizons that have low chroma matrix
colors. Indicators of hydrology may include water borne deposits, drift lines, scour marks, the
presence of crayfish burrows, or regional indicators of soil saturation. After careful assessment
it was found four jurisdictional wetlands present on the site.
We recommend that approval of our assessments regarding the limits of jurisdiction be verified
by the Army Corps of Engineers. A formal Jurisdictional Determination request can be prepared
and submitted to the Corps in order to secure written approval.
Permitting
Many construction activities within jurisdictional wetlands and stream channels (collectively
referred to as Waters of the US) require written authorization by the US Army Corps of
Engineers and/or State water resources agencies prior to impacts.
Permitting in North Carolina
Impacts of 150 linear feet and less to the identified streams and fills of less than 1/101" acre of
jurisdictional waters and wetlands are relatively routine to permit and the Nationwide Permit
program, and may not require compensatory mitigation for impacts. Impacts to 150 linear feet
of stream up to 300 linear feet of stream and from 1/101h to %: acre of wetland may be
authorized under the Nationwide Program, but a more thorough review for avoidance and
minimization of impacts will be conducted by both the Army Corps of Engineers and the NC
Division of Water Resources, and compensatory mitigation will be required for stream and
wetland losses. Unavoidable impacts that exceed these thresholds may only be authorized
under an Individual permit and certification, and involve both public notices and comment
periods.
Once an acceptable site plan is produced, we can assist with the preparation and submittal of a
Pre -construction Notification (permit application) to the Corps and DWR if it is determined that
impacts are unavoidable. The Corps will review the application for eligibility under the

Nationwide Permit program which includes a review for impacts to cultural and historic
resources, natural heritage resources, and threatened and endangered species. Upon their
determination that the proposed development is not likely to adversely impact those resources,
they will issue a permit verification. DWR will review the application for impacts to water
quality and aquatic life. Storm water controls and treatment design will be reviewed by the
local delegated authority. If no local delegation has been approved by the DENR, a review of the
storm water management plan by the DWR storm water branch may be necessary prior to
issuance of a water quality certification.
The following links to the full text of Nationwide Permit 29 and its Water Quality certification
(for residential developments) are provided for your review:
hh,» p://www.usace.army.miI/Missions/CivilWorks/ReguIatoryProgramandPermits/NationwidePe
rmits.aspx
http://Porta1.ncdenr.org/web/wq/swp/ws/40I/certsandpermits/gcs
This concludes our initial field assessment and delineation of regulated Waters of the US and
wetlands within the area of interest. Please let us know if you have questions or if we can be of
further assistance.
l erelny,
aI1V1 4Wj--)'
ns Huysman

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46915291580000
Vicinity Map
Coordinates: Scale:
Lat: 35.421033 Long:-80.691127
05/15/2015

1
HUYSMAN & BANDY, INC.
WETLAND AND ENVIRONMENTAL CONSULTANTS
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-Wetland Sketch provided for illustrative purposes for preliminary planning use only. Not intended
to be relied upon for exact location, dimensions, or orientation. All findings and assessments made
by wetland consultants regarding limits of jurisdiction or permitting requirements are subject to
verification by the US Army Corps of Engineers, the NC DWR, and other appropriate local authorities.
Untz Road Site
"""" , "`"""" Childress Klein Properties
City i County: Kannapolis/Cabarrus
Tax PIN(s): 46915291580000
Figure 1: Approximate Depiction Coordinates: Scale:
of Waters and Wetlands I Lat: 35.421033 Long:-80.691127
05/26/2015

Property Real 10 02-003 .0036.00
Pares]PIN
46915291580000
Physical Address: 6979 UNTZ RD CONCORD NC 28027 Land Units
137.31
Owner Name l: WHITAKER DONALD E TRUSTEE Land Units Type
AC
Owner Name 2:
Calculated Acreage
144.388401
Meiling Address: 3661 RICHWOOD CIR Land Value
2445120
Mail City: KANNAPOLIS
Building Value
121620
Mail stew: NC
Assessed Value
317760
Mail Zip: 28081
Market Value
2600880
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Project Name: Untz Road Site
HUYSMAN & BANDY, INC. owner/Developer: Childress Klein Properties
WETLAND AND ENVIRONMENTALCONSULTANTS City/County: Kannapolis/Cabarrus
Tax PIN(s): 46915291580000
Figure 2: County GIS Coordinates: I Scale: Date:
Lat: 35.421033 Long:-80.691127 1 1 05/15/2015

U.S. Fish and Wildlife Service
National Wetlands Inventor
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Project Name: Untz Road Site
HUYSMAN & BANDY, INC- owner / Developer: Childress Klein Properties
WETLAND AND ENVIRONMENTAL CONSULTANTS City / County:
Kannapolis/Cabarrus
Tax PIN(s): 46915291580000
Figure 3: USGS Topo Quad Coordinates: Scale: Date:
Lat: 35.421033 Long:-80.691127 05/15/2015

Soil Map—Cabarrus County, North Carolina
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Conservation Service
0 350 700 1400 71 Fe Web Soil Survey
Map prv)ebm: Web Mercator corner mardkotes: VACG584 Edge ti6: UTM Zone 17N VVGS84 National Cooperative Soil Survey
HUYSMAN & BANDY, INC.
WETLAND AND ENVIRONMENTAL CONSULTANTS
Untz Road Site
1-.11 , `""""" Childress Klein Properties
-"r Kannapolis/Cabarrus
Tax PIN(s):
46915291580000
Figure 4: Soil Survey
Lat: 35.421033 Long:-80.691127
Scale:
05/15/2015

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HUYSMAN & BANDY, INC.
WETLAND AND ENVIRONMENTAL CONSULTANTS
Figure 5: National Wetland
Inventory Map
. I "J-1-1.
Untz Road Site
Owner/Developer:
Childress Klein Properties
City / County:
Kannapolis/Cabarrus
Tax PIN(s):
46915291580000
Coordinates:
Scale:
Date:
Lai: 35.421033 Long:
-80.691127
1
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HIM
REPORT
OF
SUBSURFACE EXPLORATION
AFTON RIDGE INDUSTRIAL
CONCORD, NORTH CAROLINA
ECS PROJECT NO. 08-10919
JUNE 26, 2015

REPORT OF SUBSURFACE EXPLORATION
Afton Ridge Industrial
Concord. North Carolina
Prepared For:
Mr. Jon Wilson
Childress Klein Properties
301 South College Street, Suite 2800
Charlotte, North Carolina 28202
Prepared By:
ECS CAROLINAS, LLP
1812 Center Park Drive
Suite D
Charlotte, NC 28217
ECS Project No:
08-10919
Report Date:
June 26. 2015

o
CE C S C A R O L I N A S, L L P "setting the standard for Service"
Geotechnical • Construction Materials - Environmental Facilities Nc RevIertd En@imeing F= F-1078
June 26, 2015
Mr. Jon Wilson A��®�
Childress Klein Properties a®
301 South College Street, Suite 2800 JUL
Charlotte, North Carolina 28202 G
Reference: Report of Subsurface Exploration LanDEA', DfAAfton f
Concord,gNolrth Carlal olina ^too e`ajp ReQ � sect,/1
ECS Project No: 08-10919
Dear Mr. Wilson:
ECS Carolinas, LLP (ECS) has completed the subsurface exploration for the above referenced
project. This project was authorized and performed in general accordance with ECS Proposal No.
08-18219P-30P dated May 15, 2015. The purpose of this exploration was to determine the
general subsurface conditions at the site and to evaluate those conditions with regard to
foundation and floor slab support, along with general site development. This report presents our
findings, conclusions, and recommendations for design and construction of the project.
ECS Carolinas, LLP appreciates the opportunity to assist you during this phase of the project. If
you have questions concerning this report, please contact our office.
Respectfully,
ECS CAROLINAS, LL
Michael R. Dailey, P.
Project Engineer
NC Registration No. 041
Erik H/Frebburq. P
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T. 704-525-5152 - F: 704-357.0023 • wAw.ecslimited.com
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Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 2
INTRODUCTION
1.1. Project Information
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 06-10919
June 26, 2015
The project site is located at 6979 Untz Road in Concord, North Carolina, as shown in the Site
Vicinity Map (Figure 1) located in the Appendix. The approximate 140-acre site is identified as
Cabarrus County Parcel Identification Number 46915291580000. The site consists of wooded
land, open fields, apparent residential structures (including a two-story residence that was built
in 1941), and a portion of Coddle Creek. .
Based on our review of ColeJenest & Stone's Proposed Site Layout dated March 18, 2015, the
project will consist of three industrial buildings with footprints ranging from 310,000 SF to
372,000 SF. The site will also consist of light and heavy duty parking/drive areas. Stormwater
ponds are planned at four (4) locations throughout the site. In addition, retaining walls with an
average wall height of approximately 20 feet are planned along the eastern and western portions
of the site. We understand a portion of the site was previously utilized as a "landfill". This area
has been noted on the provided drawing.
Existing topography appears to vary dramatically across the site. Based on the provided
topography, existing site grades within the building footprints range from an approximate high
elevation of 688 feet in the western portion of Building 3 to an approximate low elevation of 632
feet in the northeast corner of Building 3. Preliminary finished floor elevations (FFE) for Buildings
1, 2, and 3 are shown as 650 feet, 650 feet, and 660 feet, respectively. We anticipate that
maximum cut and fill depths within the structures will be on the order of 26 feet and 28 feet,
respectively.
Information regarding construction methodology and structural loading conditions have not been
provided to us. However, we anticipate the structures will be constructed using concrete tilt
panel walls with maximum column and wall footing loads on the order of 200 kips and 5 kips per
linear foot, respectively.
1.2. Scope of Services
Our scope of services for this phase of the project included a subsurface exploration with soil
test borings and test pits, engineering analysis of the foundation support options, and
preparation of this report with our recommendations. The subsurface exploration included forty-
eight (48) soil test borings (B-1 through B-24, RW-25 through RW-34, SW-35 through SW-38,
and P-39 through P-48) to depths ranging from 6.5 to 40 feet below the existing ground surface,
and eighteen (18) test pits (TP-1 to TP-18) to depths ranging from 1Y: to 14 feet below existing
the ground surface. Approximate boring locations are shown on the Boring Location Diagram
(Figure 2) and test pit locations are shown on the Test Pit Location Diagram (Figure 3) included
in the Appendix. The soil borings were performed using a SIMCO 2400 drill rig using continuous -
flight, hollow -stem augers.
2. FIELD SERVICES
2.1. Test Locations
The soil boring and test pit locations and depths were selected and located in the field by ECS
using a handheld GPS device and existing landmarks as reference. The approximate boring
locations are shown on the Boring Location Diagram (Figure 2) and the approximate test pit
locations are shown on the Test Pit Location Diagram (Figure 3) presented in the Appendix of
this report and should be considered accurate only to the degree implied,by the method used to
obtain them. Ground surface elevations at the boring locations were determined using the
topographic map provided and should be considered approximate.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 3
2.2. Soil Test Borings
Mr. Jon Kitson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
Forty-eight (48) soil test borings were drilled to evaluate the stratification and engineering
properties of the subsurface soils at the project site. Standard Penetration Tests (SPT's) were
performed at designated intervals in general accordance with ASTM D 1586. The Standard
Penetration Test is used to provide an index for estimating soil strength and density. In
conjunction with the penetration testing, split -barrel soil samples were recovered for soil
classification at each test interval. Boring Logs are included in the Appendix.
The drill crew also maintained a field log of the soils encountered at each of the boring locations.
After recovery, each sample was removed from the auger and visually classified.
Representative portions of each sample were then sealed and brought to our laboratory in
Charlotte, North Carolina for further visual examination and potential laboratory testing.
Groundwater measurements were attempted at the termination of drilling at each boring
location.
2.3. Test Pit Excavation
Eighteen (18) test pit excavations were performed by others and observed by ECS using a
Kobelco SK 160 LC track -mounted backhoe. The test pits were performed within the suspected
landfill area as indicated om the provided site plan. The Test Pit Logs are included in the
Appendix.
LABORATORY SERVICES
Soil samples were collected from the borings and examined in our laboratory to check field
classifications and to determine pertinent engineering properties. Data obtained from the
borings, our visual/manual examinations, and laboratory testing, are included on the respective
boring logs in the Appendix.
3.1 Soil Classification
A geotechnical engineer classified each soil sample on the basis of color, texture, and plasticity
characteristics in general accordance with the Unified Soil Classification System (USCS). The
soil engineer grouped the various soil types into the major zones noted on the boring logs. The
stratification lines designating the interfaces between earth materials on the boring logs and
profiles are approximate; in situ, the transition between strata may be gradual in both the vertical
and horizontal directions. The results of the visual classifications are presented on the Boring
Logs included in the Appendix.
3.2 Laboratory Testing
In addition to visual classification, ECS performed ten (10) natural moisture content tests, three
(3) percent fines, and three (3) Atterberg Limits tests. The laboratory testing was performed in
general accordance with the applicable ASTM standards. The results of the laboratory testing
are presented on the respective Boring Log and presented within the Laboratory Testing
Summary Sheet included within the Appendix.

Report of Subsurface Exploration Mr. Jon Wilson
Afton Ridge Industrial Childress Klein Properties
Concord, North Carolina ECS Project No. 08-10919
Page 4 June 26, 2015
4. SITE AND SUBSURFACE FINDINGS
4.1. Area Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a.much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.
In addition, it is apparent that the natural geology within the site has been modified in the past by
grading that included placement of fill materials. The quality of man-made fills can vary
significantly, and it is often difficult to access the engineering properties of existing tests
performed in soil test borings 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.
4.2. Subsurface Conditions
The subsurface conditions at the site, as indicated by the borings, generally consisted of
residual soil to the depths explored. The generalized subsurface conditions are described
below. For soil stratification at a particular test location, the respective Boring Log found in the
Appendix should be reviewed.
Approximately 1 to 3 inches of topsoil (i.e. organic laden soil) was encountered at the ground
surface at each of the boring locations with the exception of Borings B-16 and RW-27. The
surface material within the landfill area including Borings B-16 and RW-27 consisted of a cement
based material and extended to depths ranging from approximately 6 inches to 1 foot below
existing ground surface. The surficial organic laden soil provided in this report and on the
individual Boring Logs are based on driller observations and should be considered approximate.
Please note that these reported values should not be used in determining topsoil removal
quantities.
Fill soils were encountered below the surficial materials at Borings B-16, RW-25, RW-27, and
RW-31 as well as at each of the test pit locations with the exception of Test Pit TP-18. The fill
extended to depths ranging from approximately 1 to 14 feet below the existing ground surface.
The fill soils encountered generally consisted of Sandy CLAY (CL), Plastic CLAY (CH), and Silty
SANDI(SM) exhibiting SPT N-values ranging from 2 blows per foot (bpf) to 50 blows per 1 inch
of penetration. In addition, varying amounts of organics were encountered within the existing fill.
Wood was encountered within the existing fill in Borings B-16, RW-25, and RW-27. Borings B-16
and RW-27 encountered auger refusal due to the presence of wood at 11 feet and 7 feet below
existing ground surface, respectively. Test Pits TP-6 and TP-12 were terminated in fill soils.
Residual soil was encountered below the surficial material and fill soils at each of the boring
locations with the exception of B-16, RW-17, P-39, TP-6, and TP-12. Residual soils are formed

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 5
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
by the in -place chemical and mechanical weathering of the parent bedrock. The residual soils
encountered in the borings generally consisted of Sandy SILT (ML), Elastic SILT (MH), Sandy
CLAY (CL), Clayey SAND (SC), and Silty SAND (SM), exhibiting SPT N-values ranging from 2
to 89 blows per foot (bpf). Borings B-3, B-8, B-14, B-17, B-18, B-19, B-20, B-21, B-22, B-23,
B-24, RW-25, RW-26, RW-28, RW-29, RW-31, RW-32, RW-33, SW-36, SW-37, SW-38, P-41,
P-46, P-47, and P-48 were terminated in the residual soils. Each Test Pit with the exception of
TP-6 and TP-12 were terminated in the residual soils.
Partially Weathered Rock (PWR) was encountered below the surficial material at Boring P-39,
and below the residual soil at Borings B-1, B-2, B-4, B-5, B-6, B-7, B-9, B-10, B-11, B-12, B-13,
B-15, RW-30, RW-34, SW-35, P-40, P-42, P-43, P-44, and P-45 at depths ranging from
approximately 3 to 25 feet below the existing ground surface. In addition, a lense of PWR was
encountered between ground surface and 3 feet at Boring P-39. PWR is defined as residual
material exhibiting SPT N-values greater than 100 bpf. The PWR encountered generally
consisted of Silty SAND (SM) exhibiting SPT N-values of 50 blows per 5 inches of penetration to
50 blows per 0 inch of penetration. Borings B-1, B-5, B-9, B-11, B-13, RW-30, RW-34, and P-43
were terminated in the PWR.
Auger refusal was encountered at Borings B-2, B-4, B-6, B-7, B-10, B-12, B-15, SW-35, P-39,
P-40, P-42, P-44, and P-45 ranging in depth from approximately 6.5 to 24.3 feet below the
existing ground surface. Auger refusal indicates the presence of material that permitted no
further advancement of the hollow stem auger or split spoon sampler. No sample was
recovered in the split -spoon sampler. Rock core samples were beyond the scope of this
exploration.
4.3. Groundwater Observations
Groundwatermeasurements were attempted at the termination of drilling at the time of our
exploration. Groundwater was encountered at Borings B-1, B-5, RW-31, RW-34, P-43 and B-45
at depths ranging from 8 to 13Y2 feet below the existing ground surface. Fluctuations in the
groundwater elevation should be expected depending on precipitation, run-off, utility leaks, and
other factors not evident at the time of our evaluation. Normally, highest groundwater levels
occur in late winter and spring and the lowest levels occur in late summer and fall. Cave-in
depths were measured at the termination of drilling operations and ranged from approximately
4.9 to 35.7 feet. Cave-in of a soil test boring can be caused by groundwater hydrostatic
pressure, weak soil layers, and/or drilling activities (i.e. drilling fluid circulation or advancement
of bit).
4.4. Laboratory Test Results
Moisture content test results of the sampled soils range from approximately 9.4 to 39.6 percent.
Atterberg Limits and Percent Fines testing were performed on selected soil samples from B-19,
B-21, and B-23, resulting in liquid limits (LL) ranging from 48 to 63 and plasticity indexes (PI)
ranging from 9 to 24 with percent fines ranging from 66 to 81 percent. The portion of the
samples tested were USCS classified as Sandy SILT (ML) for Boring B-19 and Elastic SILT
(MH) for Borings B-21 and B-23. For laboratory test results at a particular test location, the
Laboratory Test Summary sheet found in the Appendix should be reviewed.

Report of Subsurface Exploration Mr. Jon Wilson
Afton Ridge Industrial Childress Klein Properties
Concord, North Carolina ECS Project No. 08-10919
Page 6 June 26, 2015
5. CONCLUSIONS AND RECOMMENDATIONS
The borings and test pits performed at this site represent the subsurface conditions at the
location of the borings and test pits. Due to inconsistencies associated with the prevailing
geology and existing fill soils, there can be changes in the subsurface conditions over relatively
short distances that have not been disclosed by the results of the test location performed.
Consequently, there may be undisclosed subsurface conditions that require special treatment or
additional preparation once these conditions are revealed during construction.
Our evaluation of foundation support conditions has been based on our understanding of the
site, project information and the data obtained in our exploration. The general subsurface
conditions utilized in our foundation evaluation have been based on interpolation of subsurface
data between and away from the borings. In evaluating the boring data, we have examined
previous correlations between penetration resistance values and foundation bearing pressures
observed in soil conditions similar to those at your site.
5.1. Existing Fill/Landfill Area
Fill soils were encountered at Borings B-16, RW-25, RW-27, and RW-31 and extended to depths
ranging from approximately 5'/2 to 14 feet below the existing ground surface. ECS was not
provided with documentation of the previous earthwork activities, thus the fill should be
considered undocumented. Heavy organics, wood, and debris were encountered within Borings
B-16, RW-25, and RW-27 as well as each of the test pit locations with the exception of TP-5,
TP-13, TP-16, TP-17, and TP-18 and extended to depths ranging from 3 to 14 feet below the
existing ground surface.
Undocumented fill poses risks associated with undetected deleterious inclusions within the fill
and/or deleterious materials at the virgin ground fill interface that are covered by the fill.
Deleterious materials can consist of significant amount of organics derived from organic rich
strippings, rubbish, construction or demolition debris, stumps and roots, and logs. If these
materials are covered over by or are within undocumented fill, the organic materials tend to
decompose slowly in the anaerobic conditions in or under the fill. Decomposition can occur over
periods ranging from several years to several decades. As the organic materials decompose, a
void is created which can create soft conditions and even subsidence in areas above the
organics. Where these types of conditions exist under or within undocumented fill, they are
sometimes in discreet pockets that can go undetected by normal subsurface exploration
techniques, i.e., soil test borings and test pits.
The risk of poor pavement and/or floor slab performance can be lowered . with the
implementation of post -tensioned slab, partial undercuts, the addition of geogrid reinforcement
to the pavement cross section, or the use of a more robust pavement design. These methods
limit the potential for poor pavement performance, but do not eliminate the risk.
Due to the depth and quality of the fill soils in the "landfill' portion of the site, we recommend
removing and replacing the undocumented fill soils located in the vicinity of the test pit locations
as indicated on the Test Pit Location Diagram (Figure 3) located in the Appendix. Additionally,
isolated areas may require remediation during site grading due to the unpredictable nature of
undocumented fill, particularly in the vicinity of Borings RW-25 and RW-31.

Report of Subsurface Exploration Mr. Jon Wilson
Afton Ridge Industrial Childress Klein Properties
Concord, North Carolina ECS Project No. 08-10919
Page 7 June 26, 2015
5.2. Moisture Sensitive Soils (MH/CH)
Elastic SILTS (MH) were encountered beneath the organic laden soils within residual soils at
Borings B-19 through B-23, RW-29, RW-33, and P-46 through P-48 to depths ranging from 3 to
8 feet below ground surface. Plastic CLAYS (CH) were encountered within the residual soils at
RW-31 and within the fill soils at B-16 and RW-25. Soils classified as MH/CH are fine-grained
and have a Liquid Limit greater than 50 percent. Additionally, MH/CH soils are moisture
sensitive soils and tend to shrink and swell with moisture variations.
Please note that the soils encountered were classified using the visual/manual method of
classification with limited laboratory testing. However, the laboratory testing performed indicated
plasticity indices of (PI) ranging from 9 to 24. Therefore, we anticipate the potential for shrink
and swell of the on -site MH/CH soils is relatively low if moisture is properly controlled.
Residual MH soils with a plasticity index greater than 30 or CH soils should not be used for
direct support of project foundations, slabs -on -grade, or pavements. Residual MH soils (PI's
greater than 30) or CH soils encountered within proposed structural areas should be undercut
and replaced with low plasticity engineered fill to a minimum depth of 2 feet below foundations
and 2 feet below subgrade elevations in slab and pavement areas. Upon completion of the
removal, the resulting subgrade soils should be evaluated for stability prior to placement of
engineered fill. However, a majority of the MH soils were encountered within cut areas of the
site. Please refer to section 5.11 for additional recommendations regarding the use of MH soils
as engineered fill.
5.3. Seismic Site Class
The North Carolina Building Code (NCBC) requires that the stiffness of the top 100-ft of soil
profile be evaluated in determining a site seismic classification. The method for determining the
Site Class is presented in Section 1615 of the code. The seismic Site Class is typically
determined by calculating a weighted average of the N-values or shear wave velocities recorded
to a depth of 100 feet within the proposed building footprint. Based on the preliminary site layout
and subsurface conditions, the site can generally be classified as.a seismic site class of "C" for
Building 1 and Building 2 and a seismic site class of "D" for Building 3.
5.4. Structure Foundations
Provided the recommendations outlined herein are implemented, the proposed buildings can be
adequately supported on a shallow foundation system consisting of spread footings bearing on
approved low plasticity residual soil, PWR, or newly -placed engineered fill. A bearing capacity
of up to 3,000 psf is recommended for foundations bearing on approved low plasticity residual
soil, PWR, or newly -placed engineered fill.
Due to the depth and quality of the fill soils in the "landfill" portion of the site, we recommend
removing and replacing the undocumented fill soils beneath Building 1 and Building 2. Please
refer to the Boring Location Diagram (Figure 2) located in the Appendix for approximate
undercut area.
Due to the presence of shallow PWR within the building pads and foundation bearing areas, we
anticipate that rock may be encountered during excavation of footings. This may result in a
point bearing area that could contribute to additional stress at the isolated location. We
recommend that in areas where rock is encountered at the bearing elevation, remove an
additional 12 inches of rock and replace with engineered fill. This will provide a cushion that will

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 8
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
reduce the effect of the point bearing and additional stress to the foundations. We anticipate
that this condition will be present within the vicinity of Borings B-2, B-10, B-12, and B-15,
although the project should maintain some additional contingency for areas not encountered
during our subsurface exploration.
For this project, minimum wall and column footing dimensions of 18 and 24 inches, respectively,
should be maintained to reduce the possibility of a localized, "punching" type, shear failure.
Exterior foundations and foundations in unheated areas should be embedded deep enough
below exterior grades to reduce potential movements from frost action or excessive drying
shrinkage. For this region, we recommend footings bear at least 18 inches below finished
grade.
Total settlement is anticipated to be less than 1 inch, while differential settlement between
columns is anticipated to be less than '/z inch for shallow foundations bearing on low plasticity
residual soil, PWR, or newly -placed structural fill. Foundation geometry, loading conditions,
and/or bearing strata different than those described in this report may result in magnitudes of
settlement inconsistent with the previous estimates.
5.5. Slab -On -Grade Support
Slabs -on -grade can be adequately supported on undisturbed low plasticity residual soils, newly -
placed engineered fill, or PWR provided the site preparation and fill recommendations outlined
herein are implemented. Please note that undercutting of existing fill and/or elastic silts will
likely be required. For a properly prepared site, a modulus of subgrade reaction (ks) for the soil
of 125 pounds per cubic inch for the soil can be used. This value is representative of a 1-ft
square loaded area and may need to be adjusted depending on the size and shape of the
loaded area depending on the method of structural analysis.
We recommend the slabs -on -grade be underlain by a minimum of 4 inches of granular material
having a maximum aggregate size of 1'/2 inches and no more than 2 percent fines. Prior to
placing the granular material, the floor subgrade soil should'be properly compacted, proofrolled,
and free of standing water, mud, and frozen soil. A properly designed and constructed capillary
break layer can often eliminate the need for a moisture retarder and can assist in more uniform
curing of concrete. If a vapor retarder is considered,to provide additional moisture protection,
special attention should be given to the surface curing of the slabs to minimize uneven drying of
the slabs and associated cracking and/or slab curling. The use of a blotter or cushion layer
above the vapor retarder can also be considered for project specific reasons.
Please refer to ACI 302.1R96 Guide for Concrete Floor and Slab Construction and ASTM E
1643 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or
Granular Fill Under Concrete Slabs for additional guidance on this issue.
ECS recommends that the slab be isolated from the footings so differential settlement of the
structure will not induce shear stresses on the floor slab. Also, in order to minimize the crack
width of shrinkage cracks that may develop near the surface of the slab, we recommend mesh
reinforcement as a minimum be included in the design of the floor slab. For maximum
effectiveness, temperature and shrinkage reinforcements in slabs on ground should be
positioned in the upper third of the slab thickness. The Wire Reinforcement Institute
recommends the mesh reinforcement be placed 2 inches below the slab surface or upper one-
third of slab thickness, whichever is closer to the surface.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 9
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
Adequate construction joints, contraction joints and isolation joints should also be provided in the
slab to reduce the impacts of cracking and shrinkage. Please refer to ACI 302.1R96 Guide for
Concrete Floor and Slab Construction for additional information regarding concrete slab joint
design.
5.6. Pavement Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
accordance with the recommendations in the "Site and Subgrade Preparation" and "Engineered
Fill sections of this report.
Due to the depth and quality of the fill soils in the `landfill' portion of the site, we recommend
removing and replacing the undocumented fill soils within the heavy duty pavement areas
between Building 1 and Building 2. Please refer to the Boring Location Diagram (Figure 2)
located in the Appendix for approximate undercut area. However, provided the owner is willing
to accept the risk associated with the undocumented fill as described in Section 5.1, the use of
partial undercutting along with the use of geosyntechtic stabilization materials may also be
acceptable. In general, a 4 foot separation between the undocumented fill and subgrade should
be used for planning purposes. An ECS geotechnical engineer should provide specific remedial
recommendations based upon the conditions at the time of construction.
An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within
the aggregate base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, good drainage should help reduce
the possibility of the subgrade materials becoming saturated during the normal service period of
the pavement.
Based on our past experience with similar developments and subsurface conditions, we present
the following design pavement sections, provided the recommendations contained in this report
are strictly followed. Based on the soil types encountered in the soil test borings and provided
the site grading recommendations outlined herein are implemented, we recommend a CBR
value of 4 be used in design of the project pavements. Based upon our previous experience with
similar projects, ECS has estimated the provided pavement sections based upon a 20 year life,
with equivalent axle loadings of approximately 20,000 and 400,000 ESALs for light -duty and
heavy-duty pavements, respectively.
PAVEMENT SECTION RECOMMENDATIONS
Material Designation
Light Duty
Asphalt
Pavement
Heavy Duty
Asphalt
Pavement
Portland Cement
Concrete (PCC)
Pavement
Asphalt Surface Course S9.56
3 inches
1.5 inches
Intermediate Coarse 119.013
2.5 inches
Portland Cement Concrete
6 inches
Aggregate Base Course
6 inches
10 inches
6 inches
ECS should be allowed to review these recommendations and make appropriate revisions
based upon the formulation of the final traffic design criteria for the project. It is important to
note that the design sections do not account for construction traffic loading. In addition,
individual retailers may have minimum pavement sections that were not accounted for during
our pavement evaluation.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 10
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
The aggregate base course materials beneath pavements and sidewalks should be compacted
to at least 95 percent of their modified Proctor maximum dry density (ASTM D 1557). Front -
loading trash dumpsters frequently impose concentrated front -wheel loads on pavements during
loading. This type of loading typically results in rutting of bituminous pavements and ultimately
pavement failures and costly repairs. Similarly, drive-thru lanes also create severe risk of rutting
and scuffing. Therefore, we suggest that the pavements in trash pickup and drive-thru areas
utilize the aforementioned Portland Cement Concrete (PCC) pavement section. It may be
prudent to use rigid pavement sections in all areas planned for heavy truck traffic. Such a PCC
section would typically consist of 6 inches of 4,000 psi, air -entrained concrete over not less than
6 inches of compacted aggregate base course. Appropriate steel reinforcing and jointing should
also be incorporated into the design of all PCC pavements.
It should be noted that these design recommendations may not satisfy the North Carolina
Department of Transportation traffic guidelines. Any roadways constructed for public use and to
be dedicated to the State for repair and maintenance must be designed in accordance with the
State requirements.
5.7. Below Grade Excavation
Based on the results of the soil test borings and preliminary finished floor elevations (FFE), it
appears that difficult excavation will be encountered during site development, specifically in the
vicinity of Borings B-2, B-10, B-12, B-15, SW-35, and P-39. Information regarding the depth of
the planned utilities was not provided at the time of this report. Depending on the depth of the
planned utilities, difficult excavation into PWR may also be encountered during utility excavation.
Please refer to the Boring Location Diagram (Figure 2) for approximate areas that will likelt
encounter difficult excavation. Based on our subsurface exploration and FFE, the following table
shows where auger refusal occurred above or near the FFE:
Boring Number
Preliminary FFE
Auger Refusal
Elevation
B-2
650
667
B-10
650
651.5
B-12
650
664.5
B-15
650
653.5
In mass excavation for general site work, dense soils and PWR can usually be removed by
ripping with a single -tooth ripper attached to a large crawler tractor or by breaking it out with a
large front-end loader. In confined excavations such as foundations, utility trenches, etc.,
removal of PWR may require use of heavy duty backhoes, pneumatic spades, or blasting.
As a general guide, we recommend the following definitions be used to define rock:
General Excavation
Rip Rock: Material that cannot be removed by scrapers, loaders, pans, dozers, or
graders; and requires the use of a single -tooth ripper mounted on a
crawler tractor having a minimum draw bar pull rated at not less than
56,000 pounds.
Blast Rock: Material which cannot be excavated with a single -tooth ripper mounted on
a crawler tractor having a minimum draw bar pull rated at not less than
56,000 pounds (Caterpillar D-8 or equivalent) or by a Caterpillar 977 front-

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 11
Trench Excavation
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
end loader or equivalent; and occupying an original volume of at least one
(1) cubic yard.
Blast Rock: Material which cannot be excavated with a backhoe having a bucket
curling force rated at not less than 25,700 pounds (Caterpillar Model 225
or equivalent), and occupying an original volume of at least one-half (1/2)
cubic yard. .
As noted in the Geology section of this report, the weathering process in the Piedmont can be
erratic and significant variations of the depths of the more dense materials can occur in relatively
short distances. In some cases, isolated boulders or thin rock seams may be present in the soil
matrix.
5.8. Cut and Fill Slopes
ECS does not anticipate cut or fill slopes greater than 15 feet in height. We recommend that
permanent cut slopes with less than 15 feet crest height through undisturbed residual soils be
constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 10 feet tall may
be constructed using engineered fill at a slope of 2.5:1 or flatter. However, a slope of 3:1 or
flatter may be desirable to permit establishment of vegetation, safe mowing, and maintenance.
The surface of all cut and fill slopes should be adequately compacted. All permanent slopes
should be protected using vegetation or other means to prevent erosion.
A slope stability analysis should be performed on cut and fill slopes exceeding 15 feet in height
to determine a slope inclination resulting in a factor of safety greater than 1.4. Upon finalization
of site civil drawings, ECS should be contacted to perform slope stability analysis and determine
if further exploration is necessary.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. Buildings or pavements placed at the top of
fill slopes should be placed a distance equal to at least 1/3 of the height of the slope behind the
crest of the slope. Buildings or pavements near the bottom of a slope should be located at least
/2 of the height of the slope from the toe of the slope. Slopes with structures located closer than
these limits or slopes taller than the height limits indicated should be specifically evaluated by
the geotechnical engineer and may require approval from the building code official.
Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of
2:1. All excavations should conform to applicable OSHA regulations. Appropriately sized
ditches should run above and parallel to the crest of all permanent slopes to divert surface runoff
away from the slope face. To aid in obtaining proper compaction on the slope face, the fill
slopes should be overbuilt with properly compacted structural fill and then excavated back to the
proposed grades.
5.9. Lateral Earth Pressures
ECS understands that loading dock walls will be utilized for the buildings. Specifics regarding
the loading dock walls (i.e. location, height, length, loading, etc.) were unknown at the time of
this report. Loading dock walls should be designed to withstand the lateral earth pressures
exerted upon them, and to resist additional lateral pressures generated by surcharge loads such
as traffic loads, adjacent slab loads or from foundations bearing behind the walls.

Report or Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 12
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
For wall conditions where wall movement cannot be tolerated or where the wall is restrained at
the top, such as the loading dock walls, the "At Rest" earth pressure should be used. For wall
conditions where outward wall movement on the order of 0.5 percent of the wall height can be
tolerated, the "Active' earth pressure should be used. In the design of loading dock walls to
restrain compacted backfill, engineered fill or in -situ residual soils, the coefficient of lateral earth
pressure can be used to determine lateral earth pressure loads. Please note that the values
presented below are for on -site ML and SM materials. If the wall backfill is imported to the site,
ECS should be contacted to review the lateral earth pressure coefficients provided. Moderately
to highly elastic/plastic soils (CL, MH, and CH) should not be utilized behind earth retaining
structures.
Soil Parameter
Coefficient of Lateral Earth
Pressure
"At Rest" Earth Pressure(KO)
0.56
"Active" Earth Pressure Ka
0.39
"Passive" Earth Pressure K
2.56
The lateral earth pressure values presented above assume level backfill fill behind the wall, and
do not account for hydrostatic pressures against the walls or surcharge loads from overlying or
nearby construction.
Resistance to sliding can be provided by friction between the bottom of the wall foundation and
the underlying soils and by passive resistance of soil adjacent to the wall foundation. The
passive resistance should only be used in situations where the soil adjacent to the toe of the wall
will not be eroded or otherwise removed in the future. A coefficient of friction of 0.35 for
concrete bearing on approved soils is recommended.
Drainage behind freestanding retaining walls is cohsidered essential towards relieving
hydrostatic pressures. Drainage can be established by providing a perimeter drainage system
located just above the below grade/retaining wall footings which discharges by gravity flow to a
suitable outlet. This system should consist of "perforated pipe" or "porous wall', closed -joint
drain lines. These drain lines should be surrounded by a minimum 6 inches of free -draining,
granular filter material having a gradation compatible with the size of the openings utilized in the
drain lines and the surrounding soils to be retained, or by gravel wrapped in filter fabric. The
space between the interior face of the wall and the earth fill should be backfilled with a granular
fill of porous quality or better extending from the perimeter drainage system to just below the top
of the wall. To prevent frost heave effects from acting against these walls, the granular backfill
should extend a minimum of 12 horizontal inches behind the wall. The granular backfill should
be capped with pavement, concrete, or a 12-inch layer of low permeable silt or clay to minimize
the seepage of water into that backfill from the surface. The ground surface adjacent to the
below -grade walls should be kept properly graded to prevent ponding of water adjacent to the
walls.
5.10. Mechanically Stabilized Earth (MSE) Wall Design
For the design and construction of the MSE Walls, existing fill should be removed to stable
residual soils, specifically in the vicinity of Borings RW-25, RW-27, and RW-31. The
performance of the MSE Walls is highly dependent upon sound design and construction
practices. The design of the MSE Walls shall consider internal, external and global stability.
The following table summarizes the recommended minimum factors of safety (FS) for static
design criteria, as recommended by the National Concrete Masonry Association (NCMA).

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 13
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
Table 1 — Minimum Recommended Factors of Safety
Failure Mode
Static
Base Sliding
1.5
Overturning
12.0
Internal Sliding
1.5
Tensile Overstress
1.5
Pullout
1.5
Connection
1.5
Internal Compound Stability
1.3
Bearing Capacity
2.0
Global Stability
1.3 tol.5
The results of the required internal and geotechnical stability analyses are highly dependent
upon the engineering properties of the retained, reinforced and foundation zone materials.
Consequently, the design of the MSE Walls requires the assignment of specific engineering
properties to the reinforced, retained and foundation zone soils. Required for design are the
soil's total in -place unit weight and peak effective friction angle and cohesion. However,
cohesion is typically ignored for all materials except the foundation zone materials.
Maintaining the integrity of the reinforced zone is critical to wall performance. Any below grade
utilities should be situated outside the reinforced zone to limit potential conflicts between the
reinforcement and below grade structures. The wall designer should contemplate the location
and use of any below grade utilities during the design process, and should coordinate with the
Civil Engineer where possible to relocate the utilities outside of the reinforced zone.
ECS has completed a subsurface exploration and laboratory testing program. The incorporation
of subsurface information and laboratory test results into the design of a MSE Wall requires the
evaluation of available information to develop design parameters. The laboratory results
provided in this report represent the soil parameters for the materials selected and should be
considered for information only. Interpretation of laboratory test results and development of
design parameters (i.e. shear strength) is solely the responsibility of the MSE Wall designer.
Regardless of MSE Wall geometry, it is desirable to use select fill materials within the reinforced
fill zone of the MSE Wall. Granular fill is typically easier to place and compact, have enhanced
drainage characteristics, have greater strengths and are less susceptible to long term
movements (creep). The following gradation is recommended for the reinforced zone fill
materials.
Table 2 — Gradation Requirements for Reinforced Zone Fill
Sieve Size
Percent Passing
1 inch
100
No. 4
20 to 100
No. 40
0 to 60
No. 200
0 to 35
The wall designer should specify allowable backfill material including unit weight, relative
compaction and shear strength requirements as well as a testing frequency to verify compaction
and design shear strength properties.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 14
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
In some instances it may be acceptable for low plasticity (LL<50 and PI<20) fine grain soils to be'
used in MSE Wall construction. However, the use of fine-grained soils can result in poor internal
and surface drainage, as well as time dependent movements of the MSE Wall and related
components. If fine grained low plasticity soils are used for MSE Wall backfill, we recommend
additional internal drainage such as a chimney drain should be incorporated into the final wall
design.
The preceding paragraphs and tables are intended to provide a general overview of the design
and construction of the MSE Walls. Specific guidance regarding the design and construction of
MSE Walls can be found in the current edition of the NCMA Design Manual for Segmental
Retaining Walls. The information provided above does not alleviate the MSE Wall designer from
any aspect of the design including selection of shear strength parameters, internal wall stability,
external wall stability, global stability or settlement estimates.
5.11. Reuse of On -site Cut Soils
The existing on -site soils are generally acceptable for re -use across the site. However, Borings
B-21, B-22, B-23, P-46, P-47, and P-48 have MH soils in proposed cut areas as shown in the
Boring Location Diagram (Figure 2) located in the Appendix. Laboratory test results indicate that
the natural moisture content of anticipated cut materials may vary between 24.3 and 31.7
percent. The natural moisture contents are anticipated to be near optimum moisture content;
however, moisture conditioning of on -site soils may be required. ECS can provide further
recommendations for moisture conditioning of the on -site soils upon request. Soils with USCS
group symbol of MH may be used in deeper fills (greater than 4 ft) with the additional
requirement that they remain stable beneath heavy construction traffic. The sequencing during
the grading of the site should be taken into consideration in order to place the MH soils in the
deeper fill areas.
5.12. Deep Fills & Settlement Monitoring
ECS anticipates that fills of up to 29 feet will be required at the site. ECS recommends that
settlement hubs be placed within areas receiving more than 15 feet of fill to monitor
consolidation of the fill and residual materials. The frequency of monitoring should be on a
weekly basis, but this should be adjusted as necessary by the geotechnical engineer based
upon fill placement rates and settlement rates. Typically, the settlement rates will accelerate
during the fill placement, and start tapering off shortly after stopping any fill placement. ECS
recommends a minimum timeline between 45 and 60 days to monitor the consolidation upon
completion of fill placement. Upon reaching a tolerable settlement rate, foundation construction
may begin. Alternatively, compaction requirements may be increased in order to reduce the
consolidation time during construction.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 15
11
6.1. Site Preparation
CONSTRUCTION CONSIDERATIONS
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
Prior to construction, the proposed construction area should be stripped of all topsoil, organic
material, construction debris, existing undocumented fill within the building footprint, and other
soft or unsuitable material. Upon completion of these razing and stripping operations, the
exposed subgrade in areas to receive fill should be proofrolled with a loaded dump truck or
similar pneumatic -tired vehicle having a loaded weight of approximately 25 tons. After
excavation, the exposed subgrades in cut areas should be similarly proofrolled.
Proofrolling operations should be performed under the observation of a geotechnical engineer or
his authorized representative. The proofrolling should consist of two (2) complete passes of the
exposed areas, with each pass being in a direction perpendicular to the preceding one. Any
areas which deflect, rut or pump during the proofrolling, and fail to be remedied with successive
passes, should be undercut to suitable soils and backfilled with compacted fill.
The ability to dry wet soils, and therefore the ability to use them for fill, will likely be enhanced if
earthwork is performed during summer or early fall. If earthwork is performed during winter or
after appreciable rainfall then subgrades may be unstable due to wet soil conditions, which could
increase the amount of undercutting required. Drying of wet soils, if encountered, may be
accomplished by spreading and disking or by other mechanical or chemical means.
6.2. Fill Material and Placement
The project fill should be soil that has less than five percent organic content and a liquid limit and
plasticity index less than 50 and 30, respectively. Soils with Unified Soil Classification System
group symbols of SP, SW, SM, SC, and ML are generally suitable for use as project fill. Soils
with USCS group symbol of CL that meet the restrictions for liquid limit and plasticity index are
also suitable for use as project fill. Soils with USCS group symbol of MH may be used in deeper
fills (greater than 4 ft) with the additional requirement that they remain stable beneath heavy
construction traffic. Soils with USCS group symbol of CH (high plasticity soil) or corrosive soils
are generally not suitable for use as project fill.
Based on the results of the test pit observations, it appears that the soils within the existing
landfill should not be considered suitable for reuse in their present condition. If desired, sorting
and screening may be utilized to remove the organics and other debris. If the organics and
debris are removed from within the existing stockpile soils, the soils appear suitable for reuse.
The fill should exhibit a maximum dry density of at least 90 pounds per cubic foot, as determined
by a standard Proctor compaction test (ASTM D-698). We recommend that moisture control
limits of -3 to +2 percent of the optimum moisture content be used for placement of project fill
with the added requirement that fill soils placed wet of optimum remain stable under heavy
pneumatic -tired construction traffic. During site grading, some moisture modification (drying
and/or wetting) of the onsite soils will likely be required.
Project fill should be compacted to at least 95 percent of its standard Proctor maximum dry
density except within 24 inches of finished soil subgrade elevation beneath slab -on -grade and
pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on grade
and pavements, the approved project fill should be compacted to at least 100 percent of its
standard Proctor maximum dry density. Aggregate base course (ABC stone) should be
compacted to 100 percent of standard Proctor maximum dry density. However, for isolated

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 16
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
excavations around footing locations or within utility excavations, a hand tamper will likely be
required. ECS recommends that field density tests be performed on the fill as it is being placed,
at a frequency determined by an experienced geotechnical engineer, to verify that proper
compaction is achieved.
The maximum loose lift thickness depends upon the type of compaction equipment used. The
table below provides maximum loose lifts that may be placed based on compaction equipment.
LIFT THICKNESS RECOMMENDATIONS
Equipment
Maximum Loose Lift
Thickness, in.
Large, Self -Propelled Equipment (CAT 815, etc.)
8
Small, Self -Propelled or Remote Controlled Rammax, etc.
6
Hand Operated (Plate Tamps, Jumping Jacks, Wacker-
Packers
4
ECS recommends that 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 test per 2,500 SF per lift of fill placed or
per 1 foot of fill thickness, whichever results in more tests. When dry, the majority of the site soil
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.
We recommend at least one test per 1 foot thickness of fill for every 100 linear ft of utility trench
backfill. Where fill will be placed on existing slopes, we recommend that benches be cut in the
existing slope to accept the new fill. All fill slopes should be overbuilt and then cut back to
expose compacted material on the slope face. While compacting adjacent to below -grade walls,
heavy construction equipment should maintain a horizontal distance of 1(H):1(V). If this
minimum distance cannot be maintained, the compaction equipment should run perpendicular,
not parallel to, the long axis of the wall.
6.3. Foundation Construction & Testing
Foundation excavations should be tested to confirm adequate bearing prior to installation of
reinforcing steel or placement of concrete. Unsuitable soils should be undercut to firm soils and the
undercut excavations should be backfilled with compacted controlled fill. Exposure to the
environment may weaken the soils at the footing bearing level if the foundation excavations
remain open for too long a time; therefore, foundation concrete should be placed the same day
that foundations are excavated. If the bearing soils are softened by surface water intrusion or
exposure, the softened soils must be removed from the foundation excavation bottom
immediately prior to placement of concrete. If the excavation must remain open overnight, or if
rainfall becomes imminent while the bearing soils are exposed, a 1- to 3-inch thick "mud mat' of
"lean" concrete may be placed on the bearing surface to protect the bearing soils. The mud mat
should not be placed until the bearing soils have been tested for adequate bearing capacity.
Foundations undercut should be backfilled with engineered fill. If lean concrete is placed within
the undercut zone, the foundation footprint does not require oversizing. However, if soil or ABC
stone is used in lieu of lean concrete, the foundation footprint should be oversized on a 1V:1H
scale.

Report of Subsurface Exploration
Afton Ridge Industrial
Concord, North Carolina
Page 17
Mr. Jon Wilson
Childress Klein Properties
ECS Project No. 08-10919
June 26, 2015
We recommend testing all shallow foundations to confirm the presence of foundation materials
similar to those assumed in the design. We recommend the testing consist of hand auger
borings with Dynamic Cone Penetrometer (DCP) testing performed by an engineer or
engineering technician.
GENERAL COMMENTS
The borings performed at this site represent the subsurface conditions at the location of the
borings only. Due to the prevailing geology and presence of existing undocumented fill,
changes in the subsurface conditions can occur over relatively short distances that have not
been disclosed by the results of the borings performed. Consequently, there may be
undisclosed subsurface conditions that require special treatment or additional preparation once
these conditions are revealed during construction.
Our evaluation of foundation support conditions has been based on our understanding of the site
and project information and the data obtained in our exploration. The general subsurface
conditions utilized in our foundation evaluation have been based on interpolation of subsurface
data between and away from the test holes. If the project information is incorrect or if the
structure locations (horizontal or vertical) and/or dimensions are changed, please contact us so
that our recommendations can be reviewed. The discovery of any site or subsurface conditions
during construction which deviate from the data outlined in this exploration should be reported to
us for our evaluation. The assessment of site environmental conditions for the presence of
pollutants in the soil, rock, and groundwater of the site was beyond the scope of this exploration.
The recommendations outlined herein should not be construed to address moisture or water
intrusion effects after construction is completed. Proper design of landscaping, surface and
subsurface water control measures are required to properly address these issues. In addition,
proper operation and maintenance of building systems is required to minimize the effects of
moisture or water intrusion. The design, construction, operation, and maintenance of
waterproofing and dampproofing systems are beyond the scope of services for this project.

Site Vicinity Map
Boring Location Diagram
Test Pit Location Diagram
Borelogs
Test Pit Logs
Laboratory Testing Summary
ASFE Documents

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5
7
640
'
ISM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Medium Dense
4
S-6
SS
18
12
5
11
20
6
END OF BORING @ 20'
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
2L WL GNE WS❑ WDIX
BORING STARTED 06/09/15
CAVE IN DEPTH @ 16.6'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 225 H.S.A

CLIENT
Childress Klein Properties
JOB 4
10919
BORING 4
B-4
SHEET
1 OF 1
�I
EA
PROJECT NAME
Afton Ridge Industrial - DTR
ARCHITECT -ENGINEER
-
SITE LOCATION
6979 Untz Road Concord Cabarrus Countv. NC
CALIBRATED PENETROMETER TONS/FTC
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
NORTHING
EASTING
STATION
p
4
a
o
Oz
J
m
w
w
ran
i
r
0
w
y
i
2
w
O0
s
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION ro11
w O
m ?
3 w
Z.
30
Ei
n •�
® STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 660
5
0
15
20
25
30
To soil Depth 2"660
655
650
645
640
635
630
B
12
16
6
6
7
4
5
6
15
21
19
so/a
5304
50/4
28
3
36.9-*
71
100+
! 100+
(SM) RESIDUAL - SILTY MEDIUM TO
COARSE SAND, Tannish Brown to Grayish
Tan, Moist, Medium Dense
S-1
SS
18
14
S-2
SS
18
16
(ML) SANDY SILT, Grayish Tan, Moist, Stiff
S-3
SS
18
18
ISM) SILTY FINE TO MEDIUM SAND, Grayish
Tan, Moist, Dense
S-4
SS
18
18
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Grayish Tan,
Moist
S-5
SS
10
10
S-6
SS
10
10
4
4
AUGER REFUSAL @ 22.4'
!"
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL GNE wS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @20.9'
WL(BCR) 2 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4- WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #
SHEET
�1
Childress Klein Properties
10919
B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
RN
Afton Rid a Industrial - DTR=r_
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
RQD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
LIMIT% CONTENT% LIMIT%
O
Z
F
N
a
_
BOTTOM OF CASING D
LOSS OF CIRCULATION
W Z
¢
J O
SURFACE ELEVATION 628
d
w w
® STANDARD PENETRATION
¢
3 w
m
BLOWS/FT
To soil Depth 1"
13
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
8
SAND, Reddish Brown, Moist, Dense
14
26
12
625
0
(ML) SANDY SILT, Contains Slight Mica,
S-2
SS
18
16
Reddish Brown, Moist, Stiff to Medium Stiff
4
4
5
6
2
S-3
SS
18
18
2
5
3
620
(SM) SILTY FINE SAND, Contains Slight Mica,
S-4
SS
18
16
Grayish to Tannish Brown, Moist, Medium
1e
10
Dense
11
19
_
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Grayish to
615
S-5
SS
9
B
Tannish Brown, Wet
30
5013
END OF BORING @ 14.5'
15
610
20
605
25
600
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
Q WL 8.5 WS❑ WIDE
BORING STARTED 06/05/15
CAVE IN DEPTH @ 12.0'
M_ WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
Childress Klein Properties
10919
B-6
1 OF 11
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
—
Z
LIMIT% CONTENT% LIMIT%
O
>
r
N
a
>
BOTTOM OF CASING LOSS OF CIRCULATION
>
z
F
¢
J O
SURFACE ELEVATION 644
a
E
r
r >
Q
® STANDARD PENETRATION
o
N
h
N
¢
3 w
m
BLOWSIFT
To soil Depth 2"
(ML) RESIDUAL -SANDY SILT, Dark Brown to
s
S-1
SS
18
14
Tannish Brown, Moist, Very Stiff
s
18
12
640
9
9
23
S-2
SS
18
14
5
14
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-3
SS
18
18
Brown, Moist, Medium Dense
8
10
8i
100+
(SM PWR) PARTIALLY WEATHERED ROCK
S-4
SS
16
14
SAMPLED AS SILTY SAND, Tannish Brown,
635
25
31
,
Moist
50/4
10
so/o
AUGER REFUSAL @ 12'
100+
630
15
—
625
20
620
25
615
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
=Z WL GNE WS❑ WIDE
BORING STARTED 06/05/15
CAVE IN DEPTH @9.1'
-lEWL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET���///—����,,,1
Childress Klein Properties
10919
B-7
1 OF 1
(�
PROJECT NAME
ARCHITECT -ENGINEER
L�i�JJj �"77
Afton Ridge Industrial - DTR=1_
SITE LOCATION
-o- CALIBRATED PENETROMETER TONI
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
'
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
p
O
Oz
w
a
uai
w
r
a
Z
r
o
a
N
z
2
>
O
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 29�
w O
¢
r w
w
u
Q
m
®STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 652
To soil De th 2"
(SM) RESIDUAL - SILTY FINE SAND, Tannish
to Reddish Brown, Moist, Dense
650
14
16
21
37
S-1
SS
18
9
n
3
39
S-2
SS
18
14
5
20
645
19
23
25
48
S-3
SS
18
12
50f4
00+
(SM PWR) PARTIALLY WEATHERED ROCK
AS SILTY SAND, Yellowish Tan,
a
SS
a
4SAMPLED
—
o -
Moist
640
SOl3
100+
a
_SS
15
AUGER REFUSAL @ 15'
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=L WL GNE wso WIDE
BORING STARTED 06/05/15
CAVE IN DEPTH @ 12,3'
'K WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2,25 H.S.A

CLIENT
JOB N
BORING N
SHEET
�I
Childress Klein Properties
10919
B-8
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
UN
Afton Ridge Industrial - DTR
rr_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EA6111 U
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
Oz
w
z
=
F
0
z
;
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
h
w O
"
i
o
m
y
m
>
SURFACE ELEVATION 640
¢ ¢
r w
3 w
v
m
®STANDARD PENETRATION
BLOWS/FT
To soil Depth 2"
(ML) RESIDUAL - SANDY SILT, Dark Reddish
Brown, Moist, Stiff
s
7
35
S-1
SS
18
18
8
13
29
(ML) SANDY SILT, Reddish to Tannish Brown,
Moist, Very Stiff
S-2
SS
18
14
5
635
t6
7
S-3
SS
18
14
10
23
13
6
S-4
SS
18
12
7
17
10
630
10
ISM) SILTY FINE SAND, Grayish Tan, Moist,
Medium Dense
7
S-5
SS
18
12
9
.24
15
625
15
9
S-6
SS
18
16
11
25
20
620
4
END OF BORING @ 20'
25
615
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
SL WL GNE wso WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 16.2'
-2 WL(BCR) V- WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
=L WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2,25 H.S.A

CLIENT
Childress Klein Properties
JOB #
10919
BORING#
B-9
SHEET
1 OF 1
I, y
PROJECT NAME
Afton Rid a Industrial - DTR
ARCHITECT -ENGINEER
r1_
SITE LOCATION
6979 Untz Road Concord Cabarrus Countv. INC
-o- CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
NORTHING
FASTING
STATION
¢
d
w
¢
w
¢
Z
r
¢
z
>
o
w
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING lb LOSS OF CIRCULATION �
w O
¢
r w
<
3O
® STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 660
5
10
15
20
25
30
To soil Depth 3"
655
650
645
640
s35
630
B
7
9
10
14
21
12
19
26
21
27
38
44
47
50/3
25
50/5
52043
9.4-* 16
35
45
65
100+
100+
100+
S-1
SS
18
16
ISM) RESIDUAL -SILTY FINE TO MEDIUM
SAND, Brown, Moist, Medium Dense
ISM) SILTY FINE TO MEDIUM SAND, Tan and
Brown, Moist, Dense
S-2
SS
18
18
S-3
SS
18
14
ISM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Very Dense
S-4
SS
18
14
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
S-5
SS
15
10
S-6
SS
11
9
S-7
SS
9
9
END OF BORING @ 25'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL GNE WS❑ WD®
BORING STARTED 06/05/15
CAVE IN DEPTH @21.2'
S WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto ,
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
�l
Childress Klein Properties
10919
B-10
1 OF 1
'C
PROJECT NAME
ARCHITECTENGINEER
Afton Ridge Industrial - DTR
1_
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
N
LIMIT% CONTENT% LIMIT%
_
p
Z
F
a
¢
BOTTOM OF CASING ID LOSS OF CIRCULATION �
n •
w O
i
d
>
>
OU
SURFACE ELEVATION 660
r w
3:
® STANDARD PENETRATION
w
¢
¢
¢
w
3 w
of
BLOWSIFr
To soil Depth 1"
(SC) RESIDUAL -CLAYEY FINE TO MEDIUMNO
S-1
SS
18
12
SAND, Brown to Black and Brown, Moist,
4
9
17
Medium Dense
B
7
S-2
SS
18
8
n
!26
5
655
15
9
S-3
SS
18
9
12
17
29
50I0
AUGER REFUSAL @ 8.5'
10D+
10
650
15
645
20
640
25
635
30
630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ Wog
BORING STARTED 06/15/15
CAVE IN DEPTH @6,9'
7 WL(BCR) -L WL(ACR) GNE
BORING COMPLETED 06/15/15
HAMMER TYPE Auto
YZ WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
�r
Childress Klein Properties
10919
B-11
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
=1_
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
LIMIT% CONTENT% LIMIT%
p
z
a
o
a
BOTTOM OF CASING LOSS OF CIRCULATION
w
J
a
w
W>
O
¢
w
r w
,
u
30
STANDARD PENETRATION
SURFACE ELEVATION 66Q
o
w
m
m
¢
3 w
m
BLOWS/FT
To soilDepth 2"
bbu
(SM) RESIDUAL - SILTY FINE TO MEDIUM
s
S-1
SS
18
9
SAND, Brown, Moist, Medium Dense
11
26
15
9
S-2
SS
18
18 -
e
! 18
5
655
10
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-3
SS
18
16
Brown, Moist, Dense to Very Dense
9
13
20
33
12
S-4
SS
18
12
19
10
650
36
26
S-5
SS
18
18
24
4
5
645
25
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
S-6
SS
11
11
Moist
sais
! 100+
END OF BORING @ 19.5'
pp -
640
25
635
30
630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
QWL GNE w5❑ WDM
BORING STARTED 06/05/15
CAVE IN DEPTH @16.9'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/05/15
HAMMER TYPE Auto
5= WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB 4
BORING #
SHEET
Childress Klein Properties
10919
B-12
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR—
—=1_
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
w
F
z
F
o
z
¢
>
Ov
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
> O
j
¢
w
u7
3:
•�V
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 672
To soil Depth 3"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Dark Brown, Moist, Dense
670
BB
zo
2°
a
S-1
SS
16
6
-
12
so/3
too,
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Dark Brown, Moist
S-2
SS
9
9
5
50/2
too+
2
t
BE
665
solo
AUGER REFUSAL @ 8.5'
100+
TO
660
is
s55
20
s50
25
645
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE wso WD®
BORING STARTED 06/11/15
CAVE IN DEPTH @7'
Q WL(BCR) ! WUACR) GNE
BORING COMPLETED 06/11/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEET
�I
Childress Klein Properties
10919
B-13
1 OF 1
EA
PROJECT NAME
ARCHITECT -ENGINEER
-
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
ROD% - - - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
E
n
a
i
a
E
m
w
w
n
uQi
Z
-
r
o
w
d
w
Y
¢
w
O
p
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ID LOSS OF CIRCULATION �
L
w O
'¢"
r- w
w
Z.
3
O
m
•�
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 652
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Pinkish to Orangish Brown, Moist,
Dense to Very Dense
,650
11
t5
17
32
S-1
SS
18
10
n
t5
:36
S-2
SS
18
16
5
21
645
16
23
33
56
S-3
SS
18
18
0
8
530/4
100+
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
S-4
SS
10
10
640
sols
100+
5
15
END OF BORING @ 15'
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
=Z WL GNE wso WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @ 11.7
Q WL(BCR) 2 WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
SZ WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING#
SHEET
�I
Childress Klein Properties
10919
B-14
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
i
LIMIT% CONTENT% LIMIT%
LL
z
F
0
;
BOTTOM OF CASING ID LOSS OF CIRCULATION
w O
SURFACE ELEVATION 652
a
wW
>
W>
00
¢ <
w
v
3:
® STANDARD PENETRATION
a
m
h
y
¢
r
3 w
m
BLOWS/FT
To soil Depth 2"
ISM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
18
SAND, Brown, Moist, Medium Dense
6
1
650
n
ISM) SILTY FINE TO MEDIUM SAND, Tannish
S-2
SS
18
14
Brown, Moist, Medium Dense
8
10a
5
14
10
S-3
SS
18
16
1645
t3
;36
23
ISM) SILTY FINE TO MEDIUM SAND,
S a
SS
18
a
Brownish Tan, Moist, Dense to Very Dense
13
10
31
50
640
16
S-5
SS
18
14
25
75
15
50
END OF BORING @ 15'
-
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL GNE w5❑ WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @ 12.2'
4 WL(BCR) * WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING 9
SHEET
Childress Klein Properties
10919
B-15
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR1_
SITE LOCATION
-0- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Count NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
ROD% - — - REG% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
_
LL
w
r
i
F
a
i
2
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
w
• v
SURFACE ELEVATION 668
o
y
m
tail
>
00
¢
a
r w
3 w
u
3:
m
® STANDARD PENETRATION
BLOWS/FT
To soil Depth 2"
ISM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Contains Slight Roots, Tannish Brown,
s
13
,
30
S-1
SS
16
7
Moist, Medium Dense
17
(ML) SANDY SILT, Contains Slight Mica,
Orangish Brown, Moist, Very Stiff
665
10
251♦ :ze
S-2
SS
1B
1e
5
18
1a
29
a9
(SM) SILTY FINE TO MEDIUM SAND, Contains
Slight Mica, Grayish to Orangish Brown, Moist,
Very Dense
S-3
SS
18
18
10
660
18
34
5015
100+
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
y
Moist
S-4
SS
17
12
_
655
6414
100+
S-5
SS
10
10
AUGER REFUSAL @ 14.4'
15
650
20
645
25
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITUTHE TRANSITION MAY BE GRADUAL.
S7 WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @12.9'
Q WL(BCR) * WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB %
BORING N
SHEET
�I
Childress Klein Properties
10919
B-16
1 OF 1
/j
EA
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
t�l
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
r
z
LIMIT% CONTENT% LIMIT%
p
Z
r
0
Q
BOTTOM OF CASING LOSS OF CIRCULATION
SURFACE ELEVATION 646
a
w
>
00
¢ r
r w
u
30
® STANDARD PENETRATION
BLOWS/FT
(DEBRIS FILL), Contains Concrete, White, Dry
sas
(CL FILL) SANDY CLAY, Contains Slight Roots,
S-1
SS
1e
1B
Dark Brown, Moist, Medium Stiff
z
s
a
T2SS
(CH FILL) PLASTIC CLAY, Contains Slight
18
18
Roots, Dark Brown, Moist, Medium Stiff
2
3
6
5
3
640
(CH FILL) PLASTIC CLAY, Contains Slight
S3
SS
18
16
Roots, Dark Brown, Moist, Very Soft
3
1
2
1
—
(CH FILL) PLASTIC CLAY, Contains Wood,
S-4
SS
18
10
Dark Brown, Moist, Soft
3
I
10
r
s
3
4
635
AUGER REFUSAL @ 11
15
630
20
625
25
620
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q wL GNE WS❑ WDZ
BORING STARTED 06/08/15
CAVE IN DEPTH
WLIBCR) WL(ACR) GNE
BORING COMPLETED 06/08/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING #
SHEETr
Childress Klein Properties
10919
B-17
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r1_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REG%
PLASTIC WATER LIOUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
m
3
m
LIMIT% CONTENT% LIMIT%
z
r
y
2
BOTTOM OF CASING LOSS OF CIRCULATION 29�
w zO
o
x
a
w
M
M
>
SURFACE ELEVATION 668
¢ a
r >
l
3
®STANDARD PENETRATION
o
y
¢
3 w
m
BLOWS/FT
ran
ran
To soil Depth 2"
(SM) RESIDUAL- SILTY FINE TO MEDIUM
12
S-1
SS
18
16
SAND, Brown, Moist, Dense
17
31
14
(ML) SANDY SILT, Reddish to Orangish Brown,
665
S-2
SS
18
18
Moist, Very Stiff to Stiff
s
7
18
5
tt
5
S-3
SS
18
16
6
14
8
660
5
T4SS
18
16
5
13
10
6
655
5
S-5
SS
18
16
6
13
15
7
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
650
4
S-6
SS
18
18
6
13
20
END OF BORING @ 20'
645
25
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�WL GNE wso WD®
BORING STARTED 06/08/15
CAVE IN DEPTH @16.9'
=Q WL(BCR) WL(ACR) GNE
BORING COMPLETED 06/08/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEET
�I
Childress Klein Properties
10919
B-18
1 OF 1
EA�
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
F
z
LIMIT% CONTENT% LIMIT%
_
Z
a
BOTTOM OF CASING LOSS OF CIRCULATION
w
^ •�,
V
J O
SURFACE ELEVATION 632
2
J
J
w
w
O0
FZil
w w
O
® STANDARD PENETRATION
o
N
y
A
a
3 w
m
BLOWS/FT
-
To soil Depth 2"
5
(SC) CLAYEY FINE TO MEDIUM SAND,
S-1
SS
18
16
Reddish Tan, Moist, Medium Dense
IT
26
630
18
(CL) RESIDUAL - SANDY CLAY, Tannish Gray,
S12
SS
18
18
Moist, Very Stiff
18
2
5
18
_
8
S-3
SS
18
16
625
ID
2
2
(SC) CLAYEY FINE TO MEDIUM SAND,
S-4
SS
18
18
Reddish Gray, Wet, Medium Dense
a
5
1
10
620
(SM) SILTY FINE TO MEDIUM SAND,
Brownish Gray, Wet, Medium Dense
a
S3
SS
18
18
a
12:
15
e
END OF BORING @ 15'
615
20
610
25
605
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WD®
BORING STARTED 06/08/15
CAVE IN DEPTH @ 12.2'
Q WUBCR) T WUACR) GNE
BORING COMPLETED 06/08/15
HAMMER TYPE AUTO
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEETr
Childress Klein Properties
10919
B-19
1 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
UN
Afton Ridge Industrial - DTR
r1_
SITE LOCATION
"o- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING .
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
LIMIT% CONTENT% LIMIT%
Z
a
2
BOTTOM OF CASING LOSS OF CIRCULATION
w
LL
2
a
J
M
J
J
W
>
OU
SURFACE ELEVATION 676
J O
Q Q
r w
b
® STANDARD PENETRATION
o
y
vai
h
¢
3 w
m
BLOWS/FT
To soil Depth 2"
(MITI) RESIDUAL - ELASTIC SILT, Reddish
675
4
.
S-1
SS
18
16
Brown, Moist, Stiff
B
14
e
'
(ML) SANDY SILT, Reddish to Orangish Brown,
S-2
SS
18
16
Moist, VeryStitt to Stiff
B
7
17
5
10
670
5
S-3
SS
18
18
6
13
7
3
4
1 34� + — -�48
S-4
SS
18
18
0
B
T
3%6
665
'
(SM) SILTY FINE SAND, Orangish Tan, Moist,
Loose
3
S-5
SS
18
16
3
15
5
660
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Medium Dense
4
S-6
SS
18
18
4
11
20
7
655
4
S-7
SS
18
18
5
13
25
B
650
5'.
!
S-8
SS
18
6
15
30
I
r18
B
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL GNE wS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @a 31,4'
Y WHBCR) * WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET-t
Childress Klein Properties
10919
B-19
2 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
LIMIT% CONTENT% LIMIT%
Z
r
o
a
BOTTOM OF CASING LOSS OF CIRCULATION
w O
Z.
SURFACE ELEVATION 676
x
w
w
Q
a
>
r3
¢
a >
3
®STANDARD PENETRATION
o
¢
m
¢
3 w
m
BLOWSIFT
(SM) SILTY FINE TO MEDIUM SAND, Tannish
645
Gray, Moist, Medium Dense
5
S-9
SS
18
18
7
17
35
0
END OF BORING @ 35'
640
40
635
45
630
50
625
55
620
60
615
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WDED
BORING STARTED 06/10/15
CAVE IN DEPTH @ 31.4-
WL(BCR) WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB k
BORING k
SHEET
�I
Childress Klein Properties
10919
B-20
1 OF 1
(��1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r r_
SITE LOCATION
-o- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
_
3
LIMIT% CONTENT% LIMIT%
O
r
L
>
BOTTOM OF CASING LOSS OF CIRCULATION
LL
Z
H
O
¢
O
SURFACE ELEVATION 660
iL
w
W
w
w
F
w >
3
® STANDARD PENETRATION
o
y
y
¢
3 w
BLOWS/FT
ran
ai
To soil Depth 3"
(MIA) RESIDUAL - ELASTIC SILT, Contains
S-1
SS
18
14
Slight Roots, Dark Reddish Brown, Moist, Very
B
2
Stiff
(SM) SILTY FINE TO MEDIUM SAND, Reddish
5-2
SS
18
18
Brown, Moist, Medium Dense to Loose
5
11
5
655
B
3
S-3
SS
18
16
5
10
5
(SM) SILTY FINE TO MEDIUM SAND,
S-4
SS
18
12
Greenish Tan, Moist, Loose to Medium Dense
3
3
7
10
650
a
I
s
S-5
SS
18
16
6
1i4
is
sas
3
END OF BORING @ 15'
20
640
25
635
30
630
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. INSITUTHE TRANSITION MAY BE GRADUAL.
SZ WL GNE Ws El WD21
BORING STARTED 06/10/15
CAVE IN DEPTH @ 11.1'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING #
SHEET
��/,�,I
Childress Klein Properties
10919
B-21
1 OF 2
�1
PROJECT NAME
ARCHITECT -ENGINEER
���
Afton Ridge Industrial - DTR
SITE LOCATION
-0- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
i
m
r
LIMIT% CONTENT% LIMIT%
F
BOTTOM OF CASING LOSS OF CIRCULATION D
w
•�
t
a
>
00
SURFACE ELEVATION 689
¢ ¢
r w
J
30
® STANDARD PENETRATION
o
h
y
N
¢
3 w
m
BLOWS/FT
-
To soil Depth 2"
(MH) RESIDUAL- ELASTIC SILT, Contains
6
S-1
SS
18
18
Slight Roots, Reddish Brown, Moist, Sliff-
5
13
e
(ML) SANDY SILT, Contains Slight Roots,
18
12
_T2SS
Reddish Brown, Moist, Stiff
685
5
5
121
5
7
(MH) ELASTIC SILT, Reddish Brown to
S-3
SS
18
18
Reddish Tan, Moist, Stiff
5
5
13 24'i.3♦ 59-9-50
8
(SM) SILTY FINE TO MEDIUM SAND, Reddish
S-4
SS
18
10
Brown to Reddish Tan, Moist, Medium Dense
680
5
6
14
10
6
675
4
5
11
S-5
SS
18
18
15
6
(SM) SILTY FINE TO MEDIUM SAND, Reddish
to Tannish Brown, Moist, Medium Dense
670
4
6
14
S-6
SS
18
12
20
6
665
4
5
11
S-7
SS
18
16
25
6
660
5
6
14
S-8
SS
18
18
30
Ear
-
6
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @357
I WL(BCR) -i WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
-7- WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
y
Childress Klein Properties
10919
B-21
2 OF 2
EA
PROJECT NAME
ARCHITECT -ENGINEER
-
Afton Ridge Industrial - DTR
r=r_
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
N
LIMIT% CONTENT% LIMIT%
z
o
a
BOTTOM OF CASING LOSS OF CIRCULATION �
w O
0
SURFACE ELEVATION 689
a
OO
r w
30
® STANDARD PENETRATION
o
ran
y
y
a
3 w
m
BLOWS/FT
(SM) SILTY FINE TO MEDIUM SAND, Reddish
to Tannish Brown, Moist, Medium Dense.
655
8
t1
26
S-9
SS
18
18
35
15
650
6
s
2
S-10
SS
18
12
40
END OF BORING @ 40-
645
45
640
50
635
55
630
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE AS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @35.T
Q WUBCR) -T WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING
SHEET
fr__of
Childress Klein Properties
10919
B-22
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR—
SITE LOCATION
CALIBRATED PENETROMETER TONSIFTZ
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
Z
_
r
LIMIT% CONTENT% LIMIT%
LL
r
a
BOTTOM OF CASING 10 LOSS OF CIRCULATION
w O
b
SURFACE ELEVATION 668
a
J
J
J
>
00
2
r w
3:
® STANDARD PENETRATION
a
y
m
h
¢
3 w
0
BLOWS/FT
To soil Depth 2"
(MH) RESIDUAL- ELASTIC SILT, Dark
y
S-1
SS
18
1B
Reddish Brown, Moist, Very Stiff
s
1
_
10
(MH) ELASTIC SILT, Reddish Tan to Reddish
-
665
S-2
SS
18
12
_
Brown, Moist, Stiff
4
5
5
31.3
4
S3
SS
18
16
5
11
_
6
-
660
(SM) SILTY FINE SAND, Tannish Brown, Moist,
S-4
SS
18
12
_
Loose to Medium Dense
3
4
8
10
°
655
3
S 5
S-5�Ss
18
18
7
1:4
5
T
-
(ML) SANDY SILT, Yellowish Tan, Moist, Stiff
650
4
_
S-6
SS
18
18
4
12:
20
6
645
4
_
S-7
SS
18
18
5
13
25
8
END OF BORING @ 25'
640
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL GNE WS❑ WD®
BORING STARTED 06/10/15
CAVE IN DEPTH @21.3'
WL(BCR) t- WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING k
SHEET
�I
Childress Klein Properties
10919
B-23
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid a Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
z
y
J
LIMIT% CONTENT% LIMIT%
_
z
r
r
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION
w O
^ 0
2
a
E
>
00
SURFACE ELEVATION 670
¢
r >
u
3
®STANDARD PENETRATION
w
O
¢
N
¢
N
¢
2
3 w
m
BLOWS/FT
To soil Depth[3"1
to
5
(MH) RESIDUAL - ELASTIC SILT, Dark
S-1
SS
18
16
Reddish Brown, Moist, Stiff
6
1
6
(MH) ELASTIC SILT, Reddish Brown, Moist,
S-2
SS
18
18
Very Stiff to Stiff
e
11
25
5
665
14
5
S-3
SS
18
18
_
6
13 31.74.0 39-X — --&-63
7
(ML) SANDY SILT, Contains Mica, Reddish
S-a
SS
18
1a
Brown, Moist, Stiff
n
10
660
5
3
S-5
SS
18
18
4
15
655
5
5
S-6
SS
18
12
5
12',
20
650
7
_
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
5
S-7
SS
18
12
6
13
25
say
7
END OF BORING @ 25'
30
640
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WDN
BORING STARTED 06/09/15
CAVE IN DEPTH @21.1'
9= WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
�I
Childress Klein Properties
10919
B-24
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton - DTR
LOCRid
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z'
LIMIT% CONTENT% LIMIT%
i
N
a
;
BOTTOM OF CASING LOSS OF CIRCULATION
w
SURFACE ELEVATION 640
a
>
>
OU
r
¢ O
r w
® STANDARD PENETRATION
w
a
¢
h
¢
m
¢
w
¢
3 w
m
BLOW SIFT
To soil De th 3"640
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
9
SAND, Dark Brown, Moist, Medium Dense
e
s
13
(ML) SANDY SILT, Reddish to Tannish Brown,
S-2
SS
18
16
MoistStiff
,
3
4
9
5
635
6
4
S-3
SS
18
18
5
11
6
3
S-4
SS
18
18
4
0
630
B
ISM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Medium Dense
4
S-5
SS
18
16
4
12;
15
625
8
END OF BORING @ 15'
20
620
25
615
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
SZ WL GNE wso WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 12'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE AUSO
S WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H,S,A

CLIENT
JOB
BORING#
SHEET
�1
Childress Klein Properties
10919
RW-25
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Rid e Industrial - DTR=I_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
Z
r
LIMIT% CONTENT% LIMIT%
OZ
o
iL
BOTTOM OF CASING ID LOSS OF CIRCULATION 9
w
��
SURFACE ELEVATION 650
x
i
wt.
W
f
>
r;
¢ <
r w
v
®STANDARD PENETRATION
N
N
<
¢
3 W
m
BLOWS/FT
To soil Depth 2"
ISM FILL) SILTY FINE TO MEDIUM SAND,
T
S-1
SS
18
12
Dark Brown, Moist, Medium Dense
T
75
6
(CL FILL) SANDY CLAY, Dark Brown, Moist,
S-2
SS
18
18
Very Stiff
5
a
16
5
645
B
(CH FILL) PLASTIC CLAY, Dark Brown, Moist,
S-3
SS
18
12
Medium Stiff
2
3
6
3
(CH FILL) PLASTIC CLAY, Contains Wood,
S-4
SS
18
14
Dark Brown and Gray, Moist, Very Soft
2
1
2
10
640
1
'e
6
(SM) RESIDUAL- SILTY FINE TO MEDIUM
S-5
SS
18
18
9
28
15
SAND Oran ish Tan Moist Medium Dense
635
19
END OF BORING @ 15'
20
630
25
625
30
620
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL GNE wso WD21
BORING STARTED 06/04/15
CAVE IN DEPTH @n 12.4'
!E WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/64/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEET
y
Childress Klein Properties
10919
RW-26
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT°
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
m
LIMIT% CONTENT% LIMIT%
LL
z
F
o
BOTTOM OF CASING LOSS OF CIRCULATION
w z
w
w
a
OU
SURFACE ELEVATION 649
w w
® STANDARD PENETRATION
w
0
¢
N
¢
U
¢
V
w
2
3 w
m
BLOWSIFT
To soil De th 1"
ISM) RESIDUAL- SILTY FINE TO MEDIUM
S-1
SS
18
16
SAND, Reddish Brown, Moist, Medium Dense
s
6
6
12
3B;
(CL) SANDY CLAY, Reddish Brown, Moist,
S-2
SS
18
18
Hard to Ve Stiff
ry
sas
8
12
5
26
B
S-3
SS
18
18
11
126
15
(ML) SANDY SILT, Greenish Tan, Moist, Hard
S-4
SS
18
16
640
3
13
31
10
B
(SM) SILTY FINE TO MEDIUM SAND, Dark
Gray, Moist, Medium Dense'.
S-5
SS
18
18
635
s7
15
15
9
END OF BORING @ 15'
630
20
625
25
620
30
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WDX
BORING STARTED 06/04/15
CAVE IN DEPTH @12.0'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
= WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
Childress Klein Properties
10919
RW-27
1 OF 1
PROJECT NAME
ARCHITECTENGINEER--
Afton Ridge Industrial - DTR
—=1_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
LIMITYo CONTENT% LIMIT%
Oz
r
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION
�• 7�
u
w
m
SURFACE ELEVATION 636
a
w
J
J
w
OU
r
w >
3
® STANDARD PENETRATION
a
y
y
¢
3 w
BLOWS/FT
vQi
Bi
(SM FILL) SILTY SAND, Reddish Brown, Moist,
Loose
635
B
S-1
SS
18
12
2
4
6
4'
SS111
(DEBRIS FILL), Contains Significant Wood,
S-2
SS
17
12
Brown
5
5
i'
'w+
630
50n
! 50/1
-3
1
1
t-
AUGER REFUSAL @ 7.0'
10
625
15
620
20
615
25
610
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE wS❑ WD0
BORING STARTED 06/04/15
CAVE IN DEPTH @4.9'
WL(BCR) = WLIACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE AUto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB #
BORING N
SHEET
t, y
Childress Klein Properties
10919
RW-28
1 OF 1
EA
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r=y_
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus CountV, INC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — — REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
F
z
LIMIT% CONTENT% LIMIT%
Oz
a
r
BOTTOM OF CASING 10 LOSS OF CIRCULATION
a
J Q
SURFACE ELEVATION
638
r
aaaO
w
®STANDARD PENETRATION
w
¢
¢
BLOWSIFT
o
h
m
yn
¢
3 w
m
To soil Depth 2"
(ML) RESIDUAL -SANDY SILT, Dark Reddish
6
S-1
SS
18
18
Brown, Moist, Very Stiff
B
2
_
11
635
(ML) SANDY SILT, Reddish Brown to Orangish
S-2
SS
18
14
Tan, Moist, Stiff
5
6
1�
5
7
5
S-3
SS
18
18
6
75
i
9
630
5
S-4
SS
18
16
7
15
10
6
ISM) SILTY FINE TO MEDIUM SAND, Tan,
Moist, Medium Dense
625
—
7
—
S-5
SS
18
12
s
1
15
_
10
END OF BORING @ 15'
I
620
20
615
25
610
30
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WDIS
BORING STARTED 06/04/15
CAVE IN DEPTH @ 11.6'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
Childress Klein Properties
10919
RW-29
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r1_
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
LIMIT% CONTENT% LIMIT%
_
Z
r
F
a
BOTTOM OF CASING ID LOSS OF CIRCULATION
w
X
w
0
2
a
w
w
w
M
SURFACE ELEVATION 638
w w
O
® STANDARD PENETRATION
w
o
a
w
a
w
a
w
¢
< w
3
m
BLOWS/FT
To soil Depth 3"
(MH) RESIDUAL - ELASTIC SILT, Reddish
S-1
SS
18
14
Brown, Moist, Very Stiff
6
7
! 17
10
635
ISM) SILTY FINE TO MEDIUM SAND, Reddish
S-2
SS
/0
16
Tan, Moist, Medium Dense
6
8
1
5
11
6
S-3
SS
18
12
6
14
8
630
(ML) SANDY SILT, Tannish Brown, Moist, Stiff
4
S-4
SS
18
12
4
1
10
6
625
4
S-5
SS
18
10
4
10-0
15
6
END OF BORING @ 15'
620
20
615
25
610
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL GNE wso WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @ 11.0'
WL(BCR) t WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING k
SHEET
Childress Klein Properties
10919
RW-30
1 OF 1
�$1
��,,I
PROJECT NAME
ARCHITECT -ENGINEER
���j+�7J;,
Afton Rid e Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER. LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
y
LIMIT% CONTENT% LIMIT%
r
F
o
2
BOTTOM OF CASING LOSS OF CIRCULATION 2
w
w
0
Q
r
a
a
n
>
SURFACE ELEVATION 632
¢
r w
3:
18 STANDARD PENETRATION
o
y
m
u�
¢
3 w
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
15
S-1
SS
18
9
SAND, Tannish Brown, Moist, Dense
3a
630
1'
n
(CL) SANDY CLAY, Reddish Brown, Moist,
S21
SS
18
18
Very Stiff
s
9
`
74
5
15
42
(SM) SILTY FINE SAND, Dark Brown and
S-3
SS
18
18
Green, Moist, Dense
15
18
625
24
%57
(SM) SILTY FINE TO MEDIUM SAND, Brown,
S-4
SS
18
16
Moist, Very Dense
19
zs
10
31
620
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist, Extremely Dense
29
50/5
S-5
SS
11
1 t
5015
END OF BORING @ 14.5'
15
615
20
610
25
605
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
27 WL GNE wso WD®
BORING STARTED 06/04/15
CAVE IN DEPTH @11.9'
3= WL(BCR) I WL(ACR) GNE
BORING COMPLETED 06/04/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING #
SHEET
�I
Childress Klein Properties
10919
RW-31
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
US
Afton Ridge Industrial - DTR=1_
SITE LOCATION
-o- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
r
z
LIMIT% CONTENT% LIMIT%
O
Z
a
o
a
BOTTOM OF CASING LOSS OF CIRCULATION
w Z
a
w
SURFACE ELEVATION 618
O
r
w w
® STANDARD PENETRATION
BLOWSIFT
Ta soil Depth 3"
3
(SM FILL) SILTY FINE TO MEDIUM SAND,
S-1
SS
18
18
Contains Slight Roots, Dark Brown, Moist,
3
6
Loose
3
615
3
S-2
SS
18
16
3
5
5
2
'
(CH) ALLUVIAL PLASTIC CLAY, Greenish
s-3
ss
18
18
Gray, Wet, Very Soft
2
- 610
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-4
SS
18
12
SAND, Contains Mica, Dark Gray, Wet, Loose
2
2
5
10
3
605
i
3
S-5
SS
18
18
3
15
6
END OF BORING @ 15'
600
20
595
25
590
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL 13.4 wso WON
BORING STARTED 06/09/15
CAVE IN DEPTH @9.3'
=E WL(BCR) 1- WL(ACR) 8.0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO2400 FOREMAN Cody
DRILLING METHOD 2.25H.S.A

CLIENT
JOB k
BORING N
SHEET
f
Childress Klein Properties
10919
RW-32
1 OF 1
EA
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
-
F
z
LIMIT% CONTENT% LIMIT%
O
Z
>
o
>
BOTTOM OF CASING wi
LOSS OF CIRCULATION
¢
J O
SURFACE ELEVATION 656
u
>
¢
r >
u
3
®STANDARD PENETRATION
o
h
m
ug
¢
3 w
m
BLOWSIFT
\Topsoil Depth (1 ")
655
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
12
SAND, Dark Brown, Moist, Medium Dense
7
B
17
9
(CL) SANDY CLAY, Dark Brown, Moist, Very
S-2
SS
18
16
_
Stiff
8
11
26
5
15
650
7
S-3
SS
18
18
8
21
13
—
(ML) SANDY SILT, Orangish Tan, Moist, Hard
S-4
SS
18
18
to Very Stiff
ry
s
12
31
10
19
645
6
S-5
SS
18
18
7
:16
15
9
END OF BORING @ 15'
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
Q WL GNE WS❑ WD 23
BORING STARTED 06/10/15
CAVE IN DEPTH @ 12,2'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/10/15
HAMMER TYPE Auto
4- WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H,S.A

CLIENT
JOB 4
BORING k
SHEET
�I
Childress Klein Properties
10919
RW-33
1 OF 1
FS3
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
F1_
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
LIMIT% CONTENT% LIMIT%
^
z
r
a
¢
BOTTOM OF CASING LOSS OF CIRCULATION
w O
s�
a
>
>
>
>>
O
SURFACE ELEVATION 636
¢ r
r >
3
® STANDARD PENETRATION
o
w
m
m
¢
3 w
m
BLOWS/FT
To soil Depth 3"
(MH) RESIDUAL - ELASTIC SILT, Reddish
635
5
S-1
SS
18
14
Brown, Moist, Stiff
6
12'
6
(ML) SANDY SILT, Tannish Brown, Moist, Very
S-2
SS
18
18
Stiff
5
6
1
5
tt
630
5
S-3
SS
18
18
6
18
10
ISM) SILTY FINE SAND, Light Gray to Brown,
S-4
SS
18
10
Wet, Loose to Medium Dense
s
3
7
10
4
625
5
S-5
SS
18
14
8
1
15
END OF BORING @ 15'
s20
20
615
2s
610
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE wso WDIZ
BORING STARTED 06/09/15
CAVE IN DEPTH @11.9'
WL(BCR) = WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEET
(—
Childress Klein Properties
10919
RW-34
1 OF 1
EA�
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR
—=1_
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
c
4
i
a
o
Z
y
w
<
i
F
G
m
Z
2
>
oO
2
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING 10 LOSS OF CIRCULATION
w O
¢ <
r w
3 w
J
p
m
® STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 62Q
To soil Depth 3"
6
8
2
S-1
SS
18
12
(SC) RESIDUAL - CLAYEY FINE TO MEDIUM
SAND, Dark Brown, Moist, Medium Dense
12
(CL) SANDY CLAY, Dark Reddish Brown to
S-2
SS
18
18
Dark Brown, Moist, Stiff
6
1%1
5
615
B
4
4
12
S-3
SS
18
18
8
_
7
14
32
(SC) CLAYEY FINE TO MEDIUM SAND,
Reddish Tan, Wet, Dense
F-01610
S-4
SS
18
12
10
18
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tan, Wet
S-5
SS
11
11
Saes
100+
END OF BORING @ 14.5'
15
605
20
600
25
595
30
590
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES, IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL 8.4 WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 11.9'
Q WUBCR) 7 WUACR)
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SiMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB N
BORING N
SHEET
�I
Childress Klein Properties
10919
SW-35
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
9N
Afton Ridge Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus County, INC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
r
z
LIMIT% CONTENT% LIMIT%
_
Z
r
C
2
BOTTOM OF CASING I* LOSS OF CIRCULATION �
w O
n •�V
w
u
w
f
00
SURFACE ELEVATION 644
r
w w
30
® STANDARD PENETRATION
o
m
ug
¢
3 w
m
BLOWS/FT
To soil Depth 1"
10
(SM) REDIUAL - SILTY FINE TO MEDIUM
S-1
SS
18
18
SAND, Dark Brown, Moist, Dense
13
33
2°
(SM PWR) PARTIALLY WEATHERED ROCK
-2
°
SAMPLED AS SILTY SAND, Dark Gray, Moist
640
50"
1 oD+
5
—
5012
100+
-3
2
AUGER REFUSAL @ 6.5'
635
10
630
15
625
20
620
25
615
30
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL GNE wS❑ woo
BORING STARTED 06/09/15
CAVE IN DEPTH @5,0'
Q WL(BCR) X- WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING
SHEET
1
Childress Klein Properties
10919
SW-36
1 OF 1
fF1i1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR
SITE LOCATION
-0- CALIBRATED PENETROMETER TONSIFTZ
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
LIMIT% CONTENT% LIMIT%
OZ
r
r
o
a
BOTTOM OF CASING 10 LOSS OF CIRCULATION
w
4
SURFACE ELEVATION 664
a
w
f
2
>
¢ c
w
h
30
I& STANDARD PENETRATION
a
y
N
<
¢
3 w
m
BLOWSIFT
To soil Depth 1"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
5
S-1
SS
18
16
SAND, Brownish Gray, Moist, Medium Dense
s
2
u
660
9
n
29
S-2
SS
18
18
5
18
9
S-3
SS
18
18
12
2
n
655
8
y
S-4
SS
18
16
10
END OF BORING @ 10'
650
15
645
20
640
25
635
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @7,B'
=_ WL(BCR) L WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB k
BORING N
SHEET
�I
Childress Klein Properties
10919
SG
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
1_
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
F
z
LIMIT% CONTENT% LIMIT%
O
>
N
BOTTOM OF CASING LOSS OF CIRCULATION
>
z
H,
o
¢
J g
Z.
a
w
>
OC
SURFACE ELEVATION 630
r >
3
I& STANDARD PENETRATION
o
<
vi
3i
¢
3 w
m
BLOWSIFT
To soil De th 2"
(SM) RESIDUAL -SILTY FINE TO MEDIUM
S-1
SS
18
7
SAND, Dark Brown to Tannish Gray, Moist,
a
18
Medium Dense
10
7
S-2
SS
181
16
10
21
5
625
11
6
S-3
SS
18
13
B
i 16
e
5'.
S-4
SS
18
14
6
10
620
END OF BORING @ 10'
15
615
20
610
25
605
30
600
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=AWL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @7.2'
­7 WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
Childress Klein Properties
10919
SW-38
1 OF 1
(1
EA
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%' —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
^
LL
Z
~
o
i[
BOTTOM OF CASING LOSS OF CIRCULATION
w O
^'
a
m
J
J
m
00
r
r w
n
30
I& STANDARD PENETRATION
SURFACE ELEVATION 640
o
m
y
m
¢
3 w
-
BLOWSIFT
To soil Depth 2"
ISM) RESIDUAL- SILTY FINE TO MEDIUM
6
S-1
SS
18
16
SAND, Orangish Brown, Moist, Medium Dense
s
e5
16
ISM) SILTY FINE SAND, Tannish Gray, Moist,
S-2
SS
18
18
Medium Dense
y
4
5
635
15
7
S-3
SS
18
12
6
15
9
(SM) SILTY MEDIUM TO COARSE SAND,
S-4
SS
18
16
_
Reddish Brown, Moist, Medium Dense
s
10
630
2
END OF BORING @ 10'
15
625
20
620
25
615
30
610
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL GNE Ws❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @6,9'
Q WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
�r
Childress Klein Properties
10919
P-39
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial - DTR
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Count NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
I ATION
'
ROD% - — - REC% —
PLASTIC WATER LILIQUID
LIMIT% CONTENT% MIT%
p
4
Oz
w
Z
F
o
g
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
w Z
g
,
SURFACE ELEVATION 656
¢
a
0
w
N
w
w
w
M
w
>
¢
r
¢ ¢
r w
3 w
7
m
®STANDARD PENETRATION
BLOWS/FT
To soil De th 2"
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Brown,
655
15
17
too+
S-1
SS
17
6
Moist
50/5
5
23
�3
24
(SM/MH) SILTY FINE TO MEDIUM SAND/
SANDY ELASTIC SILT, Tan and Reddish
Brown, Moist, Medium Dense
S-2
SS
18
16
650
lz
50/5
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Reddish Brown,
S-3
SS
11
11
Moist
AUGER REFUSAL @ 7.0'
10
645
15
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. INSITUTHE TRANSITION MAY BE GRADUAL.
=Z WL GNE wso WIDE
BORING STARTED 06/09/15
CAVE IN DEPTH @ 5,9'
32 WL(BCR) V WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
Childress Klein Properties
JOB #
10919
BORING m
P-40
SHEET
1 OF 1
f l
PROJECT NAME
Afton Rid e Industrial - DTR
ARCHITECT -ENGINEER
RN
r—=1_
SITE LOCATION
6979 Untz Road Concord Cabarrus County, NC
CALIBRATED PENETROMETER TONS/F72
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% — — — REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
NORTHING
EASTING
STATION
a
o
Oz
W
M
<
i
—
~
o
2
z
>
a
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ID LOSS OF CIRCULATION
w
2 >
r w
3 w
3
m
®STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 664
5
—
10
5
—
20
25
30
To soil Depth 2"
660
655
650
645
640
635
s
s
12
°
13
19
17
21
20
27
31
20
30
50
29
35
5014
SolS
21
32
[ 38
58
8
100+
100+
S-1
SS
18
7
(SM)RESIDUAL- SILTY FINE TO MEDIUM
SAND, Brown, Moist, Medium Dense
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Dense
S-2
SS
18
16
S-3
SS
18
16
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Gray, Moist, Very Dense
S-4
SS
18
18
S-5
SS
18
18
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tannish Gray,
Moist
S-6
SS
16
16
MIEN
S-7
5
3
AUGER REFUSAL @ 24'
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
SL WL GNE ws0 WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @21'
SL WL(BC R) -T_- WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

N -- - BORING
CALIBRATED-0' CALIBRATED PENETROMETER TONSIFT7
ROCK QUALITY DESIGNATION & RECOVERY
ROD% - — - REC% —
i
�eo�n,r i,vn �r mwicnw� ENGLISH UNITS
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
z
d
r
y
BOTTOM OF CASING LOSS OF CIRCULATION
W
m
j O
SURFACE ELEVATION 667
x
a
>
o0
¢
"' >
n
3
®STANDARD PENETRATION
w
o
¢
m
¢
m
¢
m
w
¢
a
3 w
0
m
BLOWSIFf
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
y
S-1
SS
18
2
SAND, Brown, Moist, Medium Dense
n
24
665
3
(SM) SILTY FINE TO MEDIUM SAND, Tannish
S-2
SS
18
16
Brown, Moist, Medium Dense,
6
7
17
5
0
FY47FY•'lt�7Q7
=WNW®
(SM) SILTY FINE TO MEDIUM SAND
Gray, Moist, Dense to Medium Dense
S-5 SS 18 N
15
M®®NE
Moist, Dense to Very Dense
S-71 SS 1 18 1 18
7
7
8
660
n
'..
7
I''...'..
12
655
650
645
640
0
5
16
3
4
16
3
7
25
31
41
48
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITUTHE TRANSITION MAY BE GRADUAL.
=Z WL GNE WS❑ WDZ BORING STARTED OO/O9/1S CAVE IN DEPTH @26.1'
=Q WUBCR) = WUACR) GNE BORING COMPLETED 06/09/15 HAMMER TYPE Auto
Q WL RIG SIMCO 2400 FOREMAN Cody DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING
SHEET
Childress Klein Properties
10919
P-42
1 OF 1
EA-
PROJECT NAME
ARCHITECT -ENGINEER
Aftgn- - DTR
_
ELOCRid
CALIBRATED PENETROMETER TONS/FT2
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
_
a
O
Z
w
a
z
y
O
z
2
>
oO
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
N
w
O
6 Q
w
0
30
®—��
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 676
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Contains Slight Roots, Orangish Brown,
675
B
s
21
S-1
SS
18
12
Moist, Medium Dense
12
s
8
21
(ML) SANDY SILT, Orangish Tan, Moist, Very
Stiff to Hard
S-2
SS
18
14
5
13
670
a
14
39
S-3
SS
18
18
25
10
50/5
100+
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Light Tannish
Brown, Moist
S-4
SS
11
11
665
Sort
1
AUGER REFUSAL @ 13.6'
IPA
15
660
20
655
25
650
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
4 WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 11.3'
Q WUBCR) 2 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB
BORING#
SHEET.
I
Childress Klein Properties
10919
P-43
1 OF 1
MR
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ridge Industrial - DTR
r_
SITE LOCATION
-a- CALIBRATED PENETROMETER TONSIFT2
6979 Untz Road Concord Cabarrus Countv. INC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - - - REC% -
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
A
i
o
w
y
w
r
w
M
m
Z
~
o
M
h
w
00
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ID LOSS OF CIRCULATION D
w O
r
w w
3 w
m
n
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 618
To soil Depth 2"
(SC) RESIDUAL - CLAYEY FINE TO MEDIUM
SAND, Dark Brown, Moist, Medium Dense
y
12
23
S-i
SS
18
12
11
615
5
(SM) SILTY FINE SAND, Contains Slight Mica,
Dark Brown Dark Brownish Gray, Moist to Wet,
Medium Densen17
16
§SS
4
12
24
12
610
_
16
S-4
SS
18
16
12
2
10
17
ISM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Dark Brown, Moist
605
19
41
i 100+
S5
SS
15
14
15
5013
END OF BORING @ 14.8'
600
20
595
25
590
30
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL 8.4 WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @ 12.2'
WL(SCR) I WL(ACR) 11.0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
4 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
Childress Klein Properties
JOB N
10919
BORING #
P-44
SHEET
1 OF 1
.
�j
PROJECT NAME
Afton Ridge Industrial - DTR
ARCHITECT -ENGINEER
�E �7J,
M=1_
SITE LOCATION
6979 Untz Road Concord Cabarrus Countv. NC
CALIBRATED PENETROMETER TONSIFT7
ROCK QUALITY DESIGNATION 8 RECOVERY
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
NORTHING
EASTING
STATION
LL
o
Z
aaO
N
w
r
<
Z
F
o
i
>
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
w O
¢ r
w3
3 w
J
0
m
n • v
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION
—
5
10
5
20
25
30
To soil Depth 2"640
635
_
630
625
620
615
610
7
7
B
a
5
5
a
6
7
B
1t
7
7
B
17
10
B
5
i5
1 -
13
1
' 16
18
ISM) RESIDUAL - SILTY FINE TO MEDIUM
SAND, Reddish Brown, Moist, Medium Dense
S-1
SS
18
10
ISM) SILTY FINE TO MEDIUM SAND,
Brown, Moist, Loose to Medium
Dense
S12
S-2
SS
SS
18
18
12Orangish
12
S-3
SS
18
6
(SM) SILTY FINE TO MEDIUM SAND, Tan,
Moist, Medium Dense
S-a
SS
18
14
S-5
SS
18
8
S-6
SS
18
10
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Tan, Moist
—
S-7
SS
9
6
mzia5013
AUGER REFUSAL @ 24.3'
1oo+
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE wso WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @17.2'
WL(BCR) * WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB k
BORING k
SHEET
Childress Klein Properties
10919
P-45
1 OF 1
(1
PROJECT NAME
ARCHITECT -ENGINEER
ATfton - DTR
ELOCRid
CALIBRATED PENETROMETER TONS/FTC
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
RQO% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
=
E
m
r
LIMIT% CONTENT% LIMIT%
p
Z
r
r
o
2
BOTTOM OF CASING LOSS OF CIRCULATION �
w zO
•-�
SURFACE ELEVATION
awo
a
aw
O�
?w
RATION
® STANDARD PENET
¢
y
¢
w
¢
a
3
m
BLOWS/FT
To soil Depth 2"
(SM) RESIDUAL - SILTY FINE TO MEDIUM
S-1
SS
18
14
SAND, Dark Brown, Moist, Medium Dense
s
1
10
605
(CL) SANDY CLAY, Brown, Moist, Stiff
5
S-2
SS
18
16
B
.15
5
/0/
9
(SC) CLAYEY FINE TO MEDIUM SAND,
S-3
SS
18
18
Tannish Brown, Moist to Wet, Medium Dense to
5
15
Loose
I
9
Q 600
5
S-4
SS
18
12
5
10
4
9;
(SM PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, Dark Brown, Wet
595
-
50/a
AUGER REFUSAL @ 13.8'
100+
15
590
20
585
25
580
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL 8.4 WS❑ WDIZ
BORING STARTED 06/09/15
CAVE IN DEPTH @11.9'
M WL(BCR) L WL(ACR) 11.0
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
BORING#
SHEET
r
Childress Klein Properties
10919
P-46
1 OF 1
PROJECT NAME
ARCHITECT-ENGINEERON
Afton Ridge Industrial - DTR
Ir=1_
SITE LOCATION
-0- CALIBRATED PENETROMETER TONS/FTT
6979 Untz Road Concord Cabarrus County, NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
RQD% - — - REC% —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
i
y
LIMIT% CONTENT% LIMIT%
N
a
¢
BOTTOM OF CASING LOSS OF CIRCULATION
w Q
0�
J
SURFACE ELEVATION 68Q
2
a
w
J
J
>
O0
r w
® STANDARD PENETRATION
o
m
m
9
SLOWSIFT
_
To soil Depth 2"
(MH) RESIDUAL - ELASTIC SILT, Reddish to
6
s-1
ss
18
18
Orangish Brown, Moist, Stiff to Very Stiff
s
1.4 23.4
B
680
8
tt
.26
S-2
SS
18
18
5
15
(SM) SILTY FINE TO MEDIUM SAND,
S-3
SS
18
16
Orangish to Tannish Brown, Moist, Medium
B
7
Dense
9
.16
675
5
6
13
S-4
SS
18
12
0
7
670
5
5
1
S-5
SS
18
16
15
7
(ML) SANDY SILT, Orangish Brown, Moist, Stiff
fi65
3
4
1
S-6
SS
18
18
20
6
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
S-7
SS
18
16
6608
8
21
25
3
END OF BORING @ 25'
655
30
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @21.3'
WL(BCR) 1 WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
S2 WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB
BORING#
SHEET
r1
Childress Klein Properties
10919
P-47
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
UN
Afton Ridge Industrial - DTR
r 1_
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FT7
6979 Untz Road Concord Cabarrus Countv. NC
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
2
a
o
O
z
y
w
>
r
y
z
-
F
°'
a
rail
2
>
¢
>
OO
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ID LOSS OF CIRCULATION �
rn
ri
'w
O
R Q
w
3 w
N
Q
m
^ 0� 1
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 696
To soil Depth 2"
(MH) RESIDUAL - ELASTIC SILT, Reddish
Brown, Moist, Stiff
695
4
5
12'
S-1
SS
18
18
7
T2SS
5
a
5
(SM) SILTY FINE TO MEDIUM SAND, Contains
Slight Mica, Orangish Brown, Moist, Loose to
Medium Dense
18
14
690
4
S-3
SS
18
18
5
11
6
0
3
5
B
(SM) SILTY FINE TO MEDIUM SAND, Reddish
to Tannish Brown, Moist, Loose to Medium
Dense
S-4
SS
18
14
685
a
a
11
S-5
SS
18
18
15
680
_
4
5
12:
S-6
SS
18
18
20
7
675
(ML) SANDY SILT, Brown, Moist, Stiff
4
S-7
SS
18
18
6
13
25
670
(SM) SILTY FINE TO MEDIUM SAND, Tannish
Brown, Moist, Medium Dense
S-8
SS
18
18
6
j5
30
9
END OF BORING @ 30'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
=Z WL GNE WS❑ WD®
BORING STARTED 06/09/15
CAVE IN DEPTH @25.6'
N/L(BCR) t WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

CLIENT
JOB#
SHEETChildress
Klein Pro erties
1091948
7BOR1NGP#
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Afton Ride Industrial- DTR
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONSIFT°
6979 Untz Road Concord Cabarrus Countv. NC
ROCK DUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC% —
PLASTIC WATER LIOUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
r
z
LIMIT% CONTENT% LIMIT%
_
rn
_
>
BOTTOM OF CASING LOSS OF CIRCULATION
>
X—��
F
W
¢
J
0
SURFACE ELEVATION 680
W
d
M
d
>
¢
r w
v
30
®STANDARD PENETRATION
w
O
¢
N
¢
N
¢
N
W
¢
<
3 W
0
BLOWS/FT
To soil Depth 3"
(MH) RESIDUAL - ELASTIC SILT, Reddish
S-1
SS
18
16
Brown, Moist, Stiff to Very Stiff
4
s
10
s
g
28
S-2
SS
18
18
12
5
675
16
8
S-3
SS
18
18
11
28
17
5
S-4
SS
18
18
7
16
0
670
S
(ML) SANDY SILT, Reddish Brown, Moist, Stiff
4
S-5
SS
18
16
5
13
5
665
B
(SM) SILTY FINE TO MEDIUM SAND,
Orangish to Tannish Brown, Moist, Medium
Dense
4
S-6
SS
18
165
12
20
660
7
4
S-7
SS
18
18
6
14
25
B
END OF BORING @ 25'
655
30
650
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
SWL GNE ws❑ WD2)
BORING STARTED 06/09/15
CAVE IN DEPTH@ 21.6'
WUBCR) WL(ACR) GNE
BORING COMPLETED 06/09/15
HAMMER TYPE Auto
Q WL
RIG SIMCO 2400 FOREMAN Cody
DRILLING METHOD 2.25 H.S.A

Job Name: Afton Ridoe Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Gradina
Type: ❑ Rubber Tire Backhoe ® Trackhoe ❑ Front End Loader ❑ Other:
Manufacturer: Kobelco
Test Pit No.: 1
Model No.:
Test Pit Location: See FIQure 2
De th ft
Soil Description
Excavation
Effort
From
To
0
0.5
(SM)FILL — SILTY CLAY, Moist, Tan
Medium
0.5
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
6
(ML) FILL — SANDY SILT, Contains Significant Timber and Construction Debris,
Moist, Reddish Brown
Medium
6
7
(ML) RESIDUAL — SANDY SILT, Moist, Dark Brown
Medium
Depth to Water: Not Encountered
V

i�
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Job Name: Afton Ridge Industrial Location: Concord, North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Grading
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Fioure 2
De th
ft
Soil Description
Excavation
Effort
From
To
0
3
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
3
6
(ML) FILL — SANDY SILT, Contains Significant Timber and Construction Debris,
Moist, Reddish Brown
Medium
6
7
(ML) RESIDUAL —SANDY SILT, Moist, Dark Brown
Medium
Depth to Water: Not Encountered

i
'j
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridae Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 3
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
th ft
Soil Description
ExEfforton
Frome
To
0
0.5
(SM) FILL —SILTY SAND, Moist, Tannish Brown
Medium
0.5
1.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1.5
10
(ML) FILL— SANDY SILT, Contains Significant Trees, Timber, and Construction
Debris, Moist, Brown
Medium
10
11
(ML) RESIDUAL —SANDY SILT, Moist, Brown
Medium
Depth to Water: Not Encountered

EF
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Job Name: Afton Ridge Industrial Location: Concord, North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Grading
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe ❑ Front End Loader ❑ Other:
Manufacturer: Kobelco Model No.: SK 160 LC
Test Pit No.: 4 Test Pit Location: See Figure 2
ft
Soil Description
ExEfforton
FromDepth
To
0
1
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
1
4
(SM) FILL — SILTY SAND, Contains Significant Trees, Moist, Dark Brown
Medium
4
5.5
(ML) RESIDUAL — SANDY SILT, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 5
Date: 6/1/2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:,
Model No.: SK 160 LC
Test Pit Location: See Figure 2
De th
ft
Soil Description
Excavation
Effort
From
To
0
1
(SM) FILL — SILTY SAND, Contains Roots, Moist, Tannish Brown
Medium
1
1.5
(SM) RESIDUAL — SILTY SAND, Moist, Tannish Brown
High
Depth to Water: Not Encountered

s�
EF
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridoe Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EOUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
a th ft
Soil Description
Excavation
x avat on
ffort
From
To
0
2
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
2
14
(MH) FILL — ELASTIC SILT, Contains Significant Trees and Timber, Moist,
Blackish Brown
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Gradinq
❑ Front End Loader ❑ Other:.
Model No.: SK 160 LC
Test Pit Location: See Figure 2
De th(it)
Soil Description
Excavation
Effort
From
To
0
3
(SM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
3
10
(MH) FILL — ELASTIC SILT, Contains Significant Trees, Moist, Blackish Brown
Medium
10
11
(MH) RESIDUAL — ELASTIC SILT, Moist, Blackish Brown
High
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 8
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:,
Model No.: SK 160 LC
Test Pit Location: See Figure 2
De th ft
Soil Description
Excavation
Effort
From
To
0
2
(SM) FILL — SILTY SAND, Contains Tree Branches, Moist, Brown
Medium
2
3
(SM) RESIDUAL — SILTY SAND, Moist, Tan
High
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 9
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Gradina
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Fiaure 2
De th ft
Soil Description
p
Excavation
Effort
From
To
0
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
5
(MH) FILL —ELASTIC SILT, Moist, Reddish Brown
Medium
5
14
(MH) FILL— ELASTIC SILT, Contains Significant Trees, Moist, Reddish Brown to
Brown
Medium
Depth to Water: Not Encountered

Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
Type: ❑ Rubber Tire Backhoe ® Trackhoe ❑ Front End Loader ❑ Other:.
Manufacturer: Kobelco
Test Pit
Model No.: SK 160 LC
Test Pit Location: See Figure 2
e th
ft
Soil Description
ExEfforton
From
To
0
0.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
0.7
5
(SM) FILL — SILTY SAND, Contains Slight Tree Limbs, Moist, Reddish Brown
Medium
5
10
(MH) FILL — ELASTIC SILT, Contains Significant Trees, Moist, Black/Reddish
Brown
Medium
10
12
(MH) RESIDIUAL— ELASTIC SILT, Moist, Reddish Brown
Medium
Depth to Water: Not Encountered
s
t
r
Apt �►
I

0
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.:11
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
th
ft
Soil Description
ExEfforton
FromDe
To
0
1.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1.5
4
(SC) FILL — CLAYEY SAND, Contains Slight Tree Limbs and Construction
Debris, Moist, Tannish Brown
Medium
4
6
(ML) FILL —SANDY SILT, Moist, Reddish Brown/Gray
Medium
6
7
ISM) RESIDUAL— SILTY SAND, Contains Slight Mica, Reddish Brown
Medium
Depth to Water: Not Encountered

mK
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Job Name: Afton Ride Industrial Location: Concord, North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Gradino
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 12
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Fi°ure 2
th
ft
Soil Description
ExEfforton
FromDe
To
0
0.5
(SM) FILL — SILTY SAND, Contains Rocks, Moist, Tan
Medium
0.5
2.5
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.5
6
(ML) FILL — SANDY SILT, Contains Significant Trees and Slight Construction
Debris, Moist to Wet, Dark Brown
Low
F4
Depth to Water: 5.3'

c
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 13
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:.
Model No.: SK 160 LC
Test Pit Location: See Figure 2
De th ft
Soil Description
Excavation
Effort
From
To
0
1
(GM) FILL —SILTY GRAVEL, Moist, Grayish White
Medium
1
3.5
(ML) FILL —SANDY SILT, Contains Slight Mica, Moist, Reddish Brown/Black
Medium
3.5
4
(SM) RESIDUAL — SILTY SAND, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

EF
� 3
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridoe Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 14
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Gradina
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Fioure 2
De th ft
Soil Description
Excavation
Effort
From
To
0
2.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.7
5
(ML) FILL — SANDY SILT, Contains Significant Tree Limbs, Moist, Reddish
Brown
Medium
5
10
(ML) FILL — SANDY SILT, Contains Significant Tree Limbs, Moist, Gray/Reddish
Brown
Medium
10
11
(CL) RESIDUAL — SANDY CLAY, Moist, Dark Reddish Brown
Medium
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 15
Date: 6/1/2015
Location: Concord. North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
Depth ft
Soil Description
Excavation
Effort
From
To
0
0.8
ISM) FILL— SILTY SAND, Moist, Tannish Brown
Medium
0.8
2.7
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2.7
3.5
(ML) FILL — SANDY SILT, Contains Significant Trees, Moist, Reddish Brown
Medium
3.5
9
(CL) FILL —SANDY CLAY, Contains Significant Trees, Moist, Blueish Gray
Medium
9
10
(SM) RESIDIUAL — SILTY SAND, Contains Slight Mica, Moist, Tan
Medium
Depth to Water: Not Encountered

EF
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Job Name: Afton Ridoe Industrial Location: Concord. North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Grading
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 16
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
e th ft
Soil Description
ExEfforton
From
To
0
0.5
ISM) FILL — SILTY SAND, Moist, Tannish Brown
Medium
0.5
1
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
1
3
(ML) RESIDUAL — SANDY SILT, Contains Slight Mica, Moist, Reddish Brown
Medium
3
5.5
(SM) — SILTY SAND, Contains Slight Mica, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

EC
ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Job Name: Afton Ridge Industrial
ECS Project No.: 08-10919
Client: Childress Klein
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 17
Date: 6/1 /2015
Location: Concord, North Carolina
Technician: Odise Adams
Excavation Subcontractor: Hal Abernathy Grading
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
a th ft
Soil Description
Excavation
From
To
0
2
(GM) FILL — SILTY GRAVEL, Moist, Grayish White
Medium
2
8
(ML) FILL —SANDY SILT, Moist, Dark Gray/Dark Reddish Brown
Medium
8
10
(ML) RESIDUAL— SANDY SILT, Moist, Reddish Brown
Medium
Depth to Water: Not Encountered

ECS CAROLINAS, LLP
TEST PIT OBSERVATION SUMMARY
Date: 6/1 /2015
Job Name: Afton Ridge Industrial Location: Concord, North Carolina
ECS Project No.: 08-10919 Technician: Odise Adams
Client: Childress Klein Excavation Subcontractor: Hal Abernathy Grading
EXCAVATION EQUIPMENT:
Type: ❑ Rubber Tire Backhoe ® Trackhoe
Manufacturer: Kobelco
Test Pit No.: 18
❑ Front End Loader ❑ Other:
Model No.: SK 160 LC
Test Pit Location: See Figure 2
th ft
Soil Description
ExEfforton
FromDe
To
0
3
(SM) RESIDIUAL—SILTY SAND, Moist, Tannish Brown
Medium
Depth to Water: Not Encountered

Laboratory Testing Summary
Page 1 of 1
pth
et)
MCI
N
Soil
Type2
Atterberg Limits3
Percent
Passing
No. 200
Sleve4
Moisture - Density (Corr.)5
CBR
Value6
Specific Gravity
LLFPL
PI
Maximum
Density
(pcf)
Optimum
Moisture
N
• 5.00
36.0
• 7.50
36.9
• 2.50
9.4
• 5.00
25.1
10.00
39.6
ML
48
34
14
81
• 7.50
24.3
MH
59
50
9
66
• 5.00
31.3
• 7.50
31.7
MH
63
39
24
79
- 2.50
17.8
• 2.50
23.4
487, 3. ASTM D 4318, 4, ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method
te: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)
al - DTR
t, 2015
D ECS CAROLINAS,
1812 Center Paik Dnve, Suite 0
Charlotte, 2
W94Phone: (704) 4I 52S.51 5152
�_ 1 Fax: [phone]

Major Divisions
Group
TypicalLaboratory Names
Labora[o Classification Criteria
Svmbols
Well graded gravels, gravel-
„
C� Dbo/D1q greater than 4
o w
G W
sand mixtures, little or no fines
^
C,, (D,o)z/(D10 x D,o) between 1 and 3
N
N
N
A O
[7 =
>
U
-
N >
A
Poorly graded gravels, gravel-
> o
GP
Not meeting all gradation requirements for G W
y
U
sand mixtures, little or no fines
Sc
o
m
0 0
v c
C C i T
s-2
o
n
d
Silty Gravels, gravel -sand -silt
2 a
o N
Atterberg limits
A
3
Ma
3 N
below *"A" line or P.I.
Above "A" line with P.I.
=
s
v,
ti es
u
mixtures
` fi a
less than 4
between 4 and 7 are
'o
rn
�°
=
> w
' �- v
�'
borderline cases requiring
Atterberg limits
0
A
GC
Clayey Gravels, gravel -sand-
,'�. =
ou .� m
above "A" line with
use of dual symbols
c R
.7Z
clay mixtures
3
a c o
P.1. greater than 7
N
SW
Well -graded sands, gravelly
C� D6dD10 greater than 6
w .N =
ro A
,-.
4
ti
w
sands, little or no fines
c 9
C,, (D3o)'/(D10 x D6o) between I and 3
O E
C.)
V: N
o U t Co
y
>
C �.
O
tC .✓
Poorly graded sands, gravelly
c
u o v
U ?
SP
sands, little or no fines
Not meeting all gradation requirements for SW
m
L
0 0 0
0
d
Atterberg limits
o
z
s
,
SM
Silty sands, sand -silt mixtures
,; o
,
below "A" line or I .1.
Limits plotting in hatched
t =
3
u
less than 4
lone with P.1. between 4
u
.c
o
and 7 are borderline cases
E
Clayey sands, sand -clay
o
Atterberg limits
requiring use of dual
SC
above Aline with
symbols
mixtures
P.I. greater than 7
c
Inorganic silts and very tine sands,
ML
rock Flour, silty or clayey fine
60
y
sands, or clayey silts with slight
plasticity
o
= o
50
Inorganic clays of low to medium
CL
plasticity, gravelly clays, sandy
Z=I
clays, silty clays. Ivan clays
Organic silts and organic silty
c
g
_ 40
L
N
OL
clays of low plasticity
�
9
.9
r°n
Inorganic silts, micaceous or
30
E
e
MH
diatomaceous fine sandy or silty
c N
@ �
N s
soils, clastic silts
N
20
�'
m
'�
CH
Inorganic clays ot'high plasticity,
ry E
o`n
c
fat clays
O
4 E
10
�
A
r
5
OH
Organic clays of medium to high
a
Q.
plasticity, organic silts
U
0 IU 20 30 10 50 GO 70 80 90 IW
$
_7
.°�.
Liquid limit, wi
w .^te�.n u
Pt
Peat and other highly organic soils
Reference: W interkorn & Fang, 1975 (ASTM D-2487)
2 O
'Division of GM and SM groups into subdivision of d and u are for road and airfields only. Subdivision is based on Atterberg limits; suffix d used
when L.L. is 28 or less and the P.I. is 6 or less; the suffix u is used when L.L. is greater that 28.
'Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
G W-GC, well -graded gravel -sand mixture with clay binder.
® 1812 CFNTFR PARK DRIVE
C CHARLOTTE,
CHARLOTTE, NC 28217 UNIFIED SOIL
7oanzs-slsz
LTD
® Fnxnoa-an-oozy CLASSIFICATION SYSTEM
3/
w�
r
o
c`
: P
J/
/
MH or OH
O`C1
Lv
ML or OL
i

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
Boulders
8 inches or larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
/1 to 1 inch
Fine
Y.to'/ inch
Sand
Coarse
2.00 mm to ''% inch (dia. of lead pencil)
Medium
0.42 to 2.00 mm (dia. of broom straw)
Fine
0.074 to 0.42 mm (dia. of human hair)
Silt and Clay
0.0 to 0.074 mm (particles cannot be s
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft
Consistency
Unconfined
Comp. Strength
Degree of
Plasticity
Qp (tso
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
III. 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 0 Est. Groundwater Level 8 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 augering, 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.

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

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the reports
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
timeto perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geolechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendafions, e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmenlal in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the services performed in connection with
the geotechnical engineer's study were designed or conducted
top the purpose of mold prevention. Proper, implementation of
the recommendations conveyed in this report will not of itself
he sufficient to prevent mold tram growing in or on the stpuc-
ture involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASFE
pp• pppl Pppple oo Ep�tO
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE, Inc Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except wilh ASFEs specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes
of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element bra geolechoical engineering repod. Any other firm,
individual, or other entity that so uses this document without being anASFEmember could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER0e045.0M

N
FILED
CABARRUS COUNTY NC
WAYNE NIXON
REGISTER OF DEEDS
FILED Dec 19. 2016
AT 03:55 pm
BOOK 12282
START PAGE 0105
END PAGE 0108
INSTRUMENT # 33679
EXCISE TAX S6,334.00
M<L
Prepared by:
Law Offices of Robert M. Critz, P.A.
P.O. Box 745, Concord, NC 28026-0745
File #27191-C
�6jrl turn to:
Emily B. Reynolds, Esq.
Moore & Van Allen PLLC
100 N. Tryon Street, Suite 4700
Charlotte, NC 28202
p/o PIN # 4691-52-9158
Revenue Stamps: $6,334.00
NO TITLE OPINION RENDERED NOR IMPLIED
NORTH CAROLINA
TRUSTEE'S DEED
CABARRUS COUNTY
THIS TRUSTEE'S DEED, made this L' day of December, 2016, by and between
DONALD E. WHITAKER, TRUSTEE OF THE RONALD GOLD OVE•RCASH TRUST
AGREEMENT DATED MARCH 31, 2003, AS AMENDED ON SEPTEMBER 13, 2013,
Grantor, and CK AFTON RIDGE LAND, LLC, a North Carolina limited liability company,
whose mailing address is 301 South College Street, Charlotte, North Carolina 28202-6042, Attn:
Landon R. Wvatt III, Grantee.
1
"J6

The designation Grantor and Grantee as used herein shall include said parties, their
heirs, successors, and assigns, and shall include the singular, plural, masculine, feminine or
neuter as required by context.
WITNESSETH:
That the Grantor,'for a valuable consideration paid by the Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell, and convey unto
the Grantee in fee simple, all that.certain tract or parcel of land, more particularly described as
follows:
Lying and being in the City of Concord, No. 2 Township, Cabarrus
County, North Carolina, south of, but not adjoining Untz Road, adjoining the
property of Dalton L. Harrison (Book 801, Page 285), Montana M. Marshall
(Book 11820, Page 226), Kermit H. Marshall (Book 7097, Page 76, Book 7168,
Page 261, and Book 479, Page 40), Fred P. Motley (Book 297, Page 284), CK Lake
Pointe Corporate Center, LLC (Book 5578, Page 115), CK GFS Holding, LLC
(Book 11261, Page 135), Nancy A. Smith (Book 10422, Page 344), Curtis L.
Andrews, Jr., et. al. (Book 11555, Page 272), Gerald W. Hinson (Book 4074, Page
259), and Mercury Partners, LLC (Book 4906, Page 188), and being more
particularly described as follows:
BEGINNING at an existing angle iron rod found, said point being
located at the southwest corner of the property of Harrison (said point being
further located S. 05°58'57"E. 264.04 feet from the northwest corner of Harrison),
and runs thence two (2) courses and distances with the line of Harrison, as
follows: (1) N. 87°10'38" E. 594.50 feet to an existing iron pin found; and thence
(2) N. 06°26'27" W. (passing an existing iron rod found at 74.83 feet) 97.99 feet to
an existing iron pin found, said point being the southwest comer of Montana H.
Marshall; thence with the line of Montana H. Marshall and Kermit H. Marshall,
N. 86°48'09" E. (passing an existing iron rod found at 256.48 feet, passing an
existing iron rod found at 556.41 feet, and passing a new iron rod set at 863.73
feet), 913.72 feet to a point in the center of Coddle Creek; thence eighteen (18)
courses and distances with the centerline of Coddle Creek, as follows: (1) S.
24002'36" W. 82.81 feet to a point; thence (2) S. 29°17'10" W. 177.15 feet to a point;
thence (3) S. 27°03'19" W. 257.58 feet to a point; thence (4) S. 21°38'02" W. 148.87
feet to a point; thence (5) S. 29°37'01" W. 141.06 feet to a point; thence (6) S.
29043'04" W. 181.31 feet to a point; thence (7) S. 18°45'45" E. 66.61 feet to a point
thence (8) S. 25°43'21" E. 104.57 feet to a point: thence (9) S. 48°51'12" E. 88.36 feet
to a point: thence (10) S. 54°57'29" E. 135.37 feet to a point: thence (11) S. 40°39'04"
E. 130.90 feet to a point: thence (12) S. 45°38'35" E. 91.00 feet to a point; thence
(13) S. 44-06-08" E. 139.04 feet to a point: thence ("14) S. 37°19'04" E. 158.07 feet to a
1)

point; thence (15) S. 34°03'49" E. 79.74 feet to a point, thence (16) S. 37`09'44" E.
117.91 feet to a point; thence (17) S. 46°03'56" E. 77.37 feet to a point; thence (18) S.
25000'37" E. 233.10 feet to a point, said point being the northeast comer of CK
GFS Holding, LLC, in the line of CK Lake Pointe Corporate Center, LLC; thence
four (4) courses and distances with the line of CK GFS Holding, LLC, as follows:
(1) N. 89°35'48" W. (passing an existing iron rod found at 53.04 feet) 881.19 feet to
an existing iron rod found; and thence (2) S. 84°24'23" W. 461.95 feet to an
existing iron rod found; thence (3) S. 75°23'06" W. 313.69 feet to an existing iron
rod found; and thence (4) S. 40°59'50" W. 621.63 feet to an existing iron rod
found, said point being the northeast comer of Smith; thence two (2) courses and
distances with the line of Smith, as follows: (1) S. 40°42'04" W. 220.07 feet to an
existing iron rod found; and thence (2) N. 89°38'20" W. 857.61 feet to an existing
iron pin found, said point being a comer of Andrews; thence with the line of
Andrews, N. 01'35'05" W. 1,616.77 feet to an existing iron rod pin found, the
southwest corner of Hinson; thence two (2) courses and distances with the line of
Hinson, as follows: (1) N. 01'36'18" W. 277.89 feet to an existing iron rod found;
and thence (2) N. 00°22'35" W. 158.63 feet to an existing iron pin found, the
southeast comer of Mercury Partners, LLC; thence with the line of Mercury
Partners, LLC, N. 00029-36" W. 303.73 feet to a new iron rod set, said point being
located S. 00°29'36" E. 366.57 feet from the northwest comer of the Overcash
Trust, the northwest comer of the Mercury Partners; thence two (2) new courses
and distances through the property of the Overcash Trust, as follows:,,(1) N.
88n0'16" E. 1,226.61 feet to a new iron rod set, and thence (2) M 05°58'57" W,
161.00 feet to the POINT AND PLACE OF BEGINNING, containing an area of
5,517,880 sq. ft. or 126.6731 acres, as shown on a survey by Justin F. Cloninger,
NCPLS, R. B. Pharr 8r Associates, P.A., dated April 8, 2016, Job No. 84733, File
No. W-5031.
For back reference see Deed recorded in Book 10691, Page 81, Cabarrus
County Registry.
Ronald Gold Overcash died testate in Cabarrus County, North
Carolina, on April 13, 2010. (See Estate File No. 10-E-324 in the Cabarrus
County Clerk of Court.) The Last Will and Testament of Ronald Gold
Overcash devised the residue and remainder of his property to the Trust. See
Certification of Trust recorded in Book 11925, Page 318, Cabarrus County
Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
The Grantor, as Trustee, covenants with the Grantee that Grantor has done nothing to
impair such title as Grantor received, and Grantor will warrant and defend the title against the
W

lawful claims of all persons claiming by, under or through Grantor, as Trustee, other than the
following exceptions:
All easements or rights -of -way, restrictions and covenants, minimum building
setbacks, zoning laws and ordinances, and any exceptions of record ("of record"
to include, without limitation, any and all surveys of the Property,.or any
portions thereof) affecting the property hereby conveyed.
IN WITNESS WHEREOF, the Grantor has caused this instrument to be duly executed
and delivered.
A�n j (SEAL)
Donald E. Whitaker, as Trustee of the Ronald
Gold Overcash Trust dated March 31, 2003,
as amended on September 13, 2013
NORTH CAROLINA
CABARRUS COUNTY
�a I��S jTlCLr&j to H^ �a-yt a Notary Public in and for said County of
and State, do hereby certify that Donald E. Whitaker, as Trustee
of the Ronald Gold Overcash Trust dated March 31, 2003, as amended on September 13, 2013,
personally appeared before me this day and acknowledged the due execution of the foregoing
instrument.
Witness my hand and notarial seal, this the 10 day of December, 2016.
ivly Commission Expires:
MARY ELIZABETH STEWART
NOTARY PUBLIC
CABARRUS COUNTY, N.C.

FILED
CABARRUS COUNTY NC
WAYNE NIXON
_REGISTER OF DEEDS
FILED Dec 19. 2016
AT 03:55 pm
BOOK 12282
START PAGE 0109
END PAGE 0112
INSTRUMENT # 33680
EXCISE TAX $0.00
MKL
NORTH CAROLINA SPECIAL WARRANTY DEED
Excise Tax: $0.00• This conveyance is for business conveyance only and is without consideration. Therefore, no revenue or excisotax
stamps are required for recording this deed pursuant to N.C. General Statutes. Section 105-228.29 (See N.C. Attorney General Opinion
in 43 N.C.A.G. 79 (1973))
Parcel Identifier No. Part of 4690-69-0018 and 469049-5667 Verified by County on the day
of .20
By:
AtaitBox to:
instrument was prepared by: Moore R Van Allen PLLC. 100 N. Trvon Street. Ste. 4700, Charlotte, NC 23202 Attn: E.
olds ***No title examinatinn conducted by nrennrer •*•
Brief description for the Index: Portion oFTa.x Parcels noted above located to the North of Goodman Road
THIS DEED made this _'CO_�— day of _'�> ��016. by and between
GRANTOR
CK AFI-ON RIDGE LAND. LLC.
a North Carolina limited liability company
301 S. College Street, Suite 2800
Charlotte, NC 28202
GRANTEE
CK AFTON RIDGE LAND. LLC.
a North Carolina limited liability company
301 S. College Street. Suite 2800
Charlotte, NC 28202
Enter in appropriate block for each Grantor and Grantee: name, mailing address, and, if appropriate, character of entity, e.g.
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties. their heirs. successors. and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by contest.
WFFNESSEPI I, that the Grantor; for a valuable consideration paid by the Grantee, the receipt ofwhich is hereby acknowledged. has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot, parcel of land or condominium
unit situated in the No. 2 Township. Cabanus County, North Carolina and more particularly described as follows:
See "Exhibit A" attached hereto and incorporated herein by reference.
Page I of J
NC Bar Association Form No. 6 © Re, ised 7/2013
Printed by Agreement with the NC Bar Association
CHARM 35390Sr2
This standard form has been approvcd jointly by:
North Carolina Bar Association - NC Bar Form No. 6
North Carolina Association of Realtors. Inc. - Standard Form 6

The property hereinabove described was acquired by Grantor by instrument recorded in Book ZI ZOZ, Paee q 7 and Book
Pape /0.
All or a portion of the property herein conveyed _ includes or X does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book / Z. . Paee SZ . The sole purpose of this
document is to reflect the recombination of Lots I and 2 on said plat.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee. that Grantor has done nothing to impair such title as Grantor received. and Grantor will
warrant and defend the title against the lawful claims of all persons claiming by, under or through Grantor, other than the following
exceptions:
1. All easements and restrictions of record.
2. Zoning and other land use regulations and all laws applicable to the Property.
3. The lien of 2017 ad valorem taxes which are not yet due or payable.
The sole purpose of this deed is to effect a combination of those properties labeled as Lot 1 (5.54 acres) and Lot 2 (232 acres) on that
plat recorded in Book 7-2- . Page 152 of the Cabarrus County Registry.
[signature page follows]
Page 2 of J
NC Bar Association Form No. 6 O Revised 712013
Printed by .Agreement with the NC Bar Association
CHAR2\I653909,2
This standard form has been approved jointly by:
North Carolina Bar Association - NC Bar Form No. 6
North Carolina Association of Realtors. Inc. - Snwndad Form 6

IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
CK AFTON RIDGE LAND, LLC,
a North Carolina limited liability company
By: Childress I in Properties, Inc., its manager
i1
By:
Name: Landon att, III
Title: Vice President
State of North Carolina - County of 11I
1, the undersigned Notary Public ofthe County of and State aforesaid, certify that Landon R. Wyatt, III
personally appeared before me this day and acknowledged the due execution of the ping instrument for the purposes therein
expressed. Witness my hand and Notarial stamp or seal this day of 0
, 2016.
My Commission wis V (1 0 Notary Public
(Affix Seal) �NO'i& LOhyF°V. Notary's1 imed or Typed Nime
R
Q�P 0
G
o N010
pVg�� A 2`
Page J of 3
NC Bar Association Form No. 60 Revised 7R0I7
Printed by Agreement with the NC Bar Association
CRAR2U851908
This standard form has been approved joimty by:
North Carolina Bar Ass iariao- NC Bar Form No. 6
North Carolina As o iation of Realtors, Inr. Standard Form 6

EXHIBIT A
Being that certain parcel of land lying and being situate in Township No. 2, Cabamts County, North Carolina and being
more particularly described as follows:
Beginning at a rebar located at a southern comer of Donald E. Whitaker, Trustee, recorded in Book 10691, Page 81.
said point being the northwest corner of the herein described tract and having North Carolina Grid Coordinates
(NAD83/2011) N: 610.669.47 feet and E: 1,495,620.39 feet, said point being the POINT OF BEGINNING; thence
along the southern line of said Donald E. Whitaker. Trustee North 40043'41 "East 220.07 feet to a rebar at the northwest
comer of 6200 Glen Afton. LLC. recorded in Book l 18) 4. Paue 148: thence along the line of said 6200 Glen Afton,
LLC South 18'42'40" East 579.16 feet to an iron pipe: thence South 18'42'40" East 10.00 feet to a 24-inch pine tree;
thence South 85°28'44" East 10.00 feet iron pipe: thence South 85°28'44" East 97.20 feet to a rebar at the northwest
comer of Paul and Wanda Williams. recorded in Book 443. Page 680, thence alone the line of said Williams South
05'20'32" West 610.61 feet to a rebar located on the northern right of way line of Goodman Road. a 60-foot public right
of way; thence South OS020'32" West 30.31 feet to a point in the centerline of Goodman Road; thence along the
centerline of said Goodman Road the following six calls: (1) South 83°38'55" West 55.63 feet to a point; (2) South
82'10'49" West 102.31 feet to a point; (3) South 80°00'39" West 69.50 feet to a point; (4) South 78°46'36" West 39.30
feet to a point: (5) South 78°21'27" West 3553 feet to a point and (6) South 77°48'01" West 64.53 feet to a point on the
eastern line of Nancy and Richard Smith, recorded in Book 10422. Page 344; thence leaving the centerline of Goodman
Road and following the said eastern line of Smith North 03'18'09" East 30.00 feet to an iron pipe located on the
northern right of way line of Goodman Road: thence North 05' 18'09" East 698.05 feet to a rebar, thence along a new
line North 12e54'10" West 383.16 feet to the POINT OF BEGINNING. containing 342,607 square feet. or 7.865 acres,
more or less.
Page 4 of 4
NC Bar Association Form N'o.6 O Re,iscd 712013
Printed by Agrcetnent with the NC Bar association
CHAR2u 853908,2
This standard form has been appmynl jointly by -
North Carolina Bar Association — NC Bar Form No. 6
Nonh Carolina Association of Realtors. Inc. —Standard Form 6

State of North Carolina
Department of the Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
SO S I D: 1558497
Date Filed: 12/6/2016 9:49:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C2016 337 00674
Pursuant to §57D-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit these
Articles of Organization for the purpose of forming a limited liability company.
The name of the limited liability company is:
CK Afton Ridge Land, LLC
(See Item lof the Instructions for appropriate entity designation)
2. The name and address of each person executing these articles of organization is as follows: (State whether
each person is executing these articles of organization in the capacity of a member, organizer or both.
Note: This document must be signed by all persons listed.)
Name Address Capacity
Landon R. Wyatt, III . Go Childress Klein, 301 S. College St, #2800 Organizer
Charlotte, NC 28202
3. The name of the initial registered agent is:
Cyrus Johnson, Esq.
4. The street address and county of the initial registered agent office of the limited liability company is:
Number and Street 301 S. College Street, Suite 3500
Charlotte 28202 Mecklenburg
City State: NC Zip Code: County:
5.
1.1
The mailing address, if different from the street address, of the initial registered agent office is:
Number and Street n/a
City
State: NC Zip Code: County:
Principal office information: (Select either a or b.)
a. ❑N The limited liability company has a principal office.
The principal office telephone number:
704-342-9000
The street address and county of the principal office of the limited liability company is:
Number and Street: 301 S. College Street, Suite 2800
City:
Charlotte NC
State:_
Zip Code: 28202
County:
Mecklenburg
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised December2016) 2 (Form L-01)

The mailing address, if different from the street address, of the principal office of the company is:
Number and Street:
City:
State: Zip Code: County:
b. ❑ The limited liability company does not have a principal office.
Any other provisions which the limited liability company elects to include (e.g., the purpose of the entity)
are attached.
8. (Optional): Listing of Company Officials (See instructions on the importance of listing the company officials in
the creation document.
Name Title Business Address
Privacy Redaction
9. (Optional): Please provide a business e-mail addres
The Secretary of State's Office will e-mail the business automatically at the address provided above at no cost when
a document is filed. The e-mail provided will not be viewable on the website. For more information on why this
service is offered, please see the instructions for this document.
10. These articles will be effective upon filing, unless a future date is specified:
This is the 2nd day of December 20 16
CK Afton Riclae Land, LLC
Signature
Landon, R. Wyatt, III, Organizer
Type or Print Name and Title
The below space to be used if more than one organizer or member is listed in Item #2 above.
Signature
Type and Print Name and Title
Signature
Type and Print Name and Title
NOTE:
1. Filing fee is $125. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised December2016) 3 (Form L-01)