SW3230606_Soils/Geotechnical Report_20230630

.- ' - ,a
_� -_ t • ._S'.. i`
ECS Southeast, LLP
Report of Subsurface Exploration
Finger Mill Industrial
3075 Finger Mill Road
Lincolnton, Lincoln County, North Carolina
ECS Project No. 08:15050
April 5, 2022

ECS SOUTHEAST, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
April 5, 2022
Mr. Bryan Blythe
Crescent Acquisitions, LLC
601 South Tryon Street, Suite 800
Charlotte, North Carolina 28202
ECS Project No.08:15050
Reference: Report of Subsurface Exploration
,Finger Mill Industrial
Lincolnton, Lincoln County, North Carolina
Dear Mr. Blythe:
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical
engineering recommendations for the above-referenced project.Our services were performed in general
accordance with our agreed to scope of work. This report presents our understanding of the geotechnical
aspects of the project along with the results of the field exploration and laboratory testing conducted,and
our design and construction recommendations.
It has been our pleasure to be of service to Crescent Acquisitions, LLC during the design phase of this
project. We would appreciate the opportunity to remain involved during the continuation of the design
and construction phase to confirm subsurface conditions assumed for this report. Should you have any
questions concerning the information contained in this report,or if we can be of further assistance to you,
please contact us.
Respectfully submitted, ‘" H I IC4
ECS Southeast, LLP .& o*ES��-
/rig% Ze
Bram
StaffProject r
en Manager Projectc \`
Engineepko, P.E.�i �,f, I I ICH`Q ��
BAIlen1Pecslimited.corn MChipko(aecslimited.com
NC Registration No. 049706
Christop r . onwa
Principal En ineer
CConwa ecslimited.corn
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • www.ecslimited.com
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest, LLC • ECS Southeast,LLP • ECS Southwest,LLP
I--IU7G• NO.G'.`nC:r, Irk,,C-55;, C picc._.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY 1
1.0 INTRODUCTION 2
2.0 PROJECT INFORMATION 2
2.1 Project Location/Current Site Use/Past Site Use 2
2.2 Proposed Construction 3
3.0 FIELD EXPLORATION AND LABORATORY TESTING 4
3.1 Subsurface Characterization 4
3.2 Groundwater Observations 5
3.3 Laboratory Testing 5
4.0 DESIGN RECOMMENDATIONS 6
4.1 Foundations 6
4.2 Slabs On Grade 6
4.3 Below Grade Retaining Walls 7
4.4 Seismic Design Considerations 8
4.5 Pavements 9
4.6 Cut and Fill Slopes 10
4.7 Settlement Monitoring 10
4.8 Site Retaining Walls 11
4.8.1 Cast In Place Walls 11
4.8.2 Mechanically Stabilized Earth (MSE) Wall Design 12
5.0 SITE CONSTRUCTION RECOMMENDATIONS 14
5.1 Subgrade Preparation 14
5.1.1 Stripping and Grubbing 14
5.1.2 Proofrolling 14
5.1.3 Site Temporary Dewatering 14
5.2 Earthwork Operations 15
5.2.1 Existing Fill Soils 15
5.2.2 Expansive and Moisture Sensitive Soils 15
5.2.3 Lime Stabilization 16
5.2.4 Lower Consistency/Loose Soils 16
5.2.5 Difficult Excavation 16
5.2.6 Structural Fill 16
5.2.7 General Construction Considerations 18
5.3 Foundation and Slab Observations 19
5.4 Utility Installations 19
6.0 CLOSING 19

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page ii
APPENDICES
Appendix A—Drawings& Reports
• Site Location Diagram
• Boring Location Diagram
• Subsurface Cross-Sections A-A'through C-C'
Appendix B—Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
• Boring Logs
Appendix C—Laboratory Testing
• Laboratory Testing Summary
Appendix D—Supplemental Documents
• Seasonal High Water Table Determination Report
Appendix E—Other Information
• GBA Important Information About This Geotechnical Engineering Report

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 1
EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
recommendations for the proposed industrial development located at 3075 Finger Mill Road in
Lincolnton, Lincoln County, North Carolina.
• Existing fill and/or near-surface disturbed soils were encountered at 8 of the 17 boring locations and
extended to depths ranging from approximately 3 to 5.5 feet below existing grades. ECS does not
recommend supporting new construction on existing undocumented fill materials. The existing fill
should be removed beneath project slabs and foundations and replaced with Structural Fill or re-
worked (i.e. undercut and replaced in controlled lifts). Existing fill free of organic and/or other
deleterious materials can be reused (i.e. undercut and re-worked) provided it meets the requirements
for Structural Fill.
• Existing low-plasticity fill may be considered for subgrade support in pavement areas provided the
Owner is willing to accept the risks associated with poor pavement performance and increased
pavement maintenance.
• Potentially expansive and moisture sensitive Elastic SILT (MH) and/or Fat CLAY (CH) soils were
encountered at 10 of the 17 boring locations and extended to depths ranging from approximately 5.5
to 17 feet below existing grades. MH soils with a Plasticity Index(PI)greater than 30 and CH soils should
not be used for direct support of project slabs-on-grade, foundations, or pavements. A minimum
separation of 2 feet should be provided between high plasticity, potentially expansive MH soils (PI >
30)and CH soils and the bottom of foundations,slab and pavement subgrade elevations. Alternatively,
chemical (lime) stabilization may be considered to improve/modify high plasticity, moisture sensitive
soils in lieu of undercut and replacement, and for re-use as Structural Fill.
• Lower consistency soils, with an N-value of 6 bpf or less, were encountered at 9 of the 17 boring
locations and extended to depths ranging from approximately 3 to 12 feet below the existing ground
surface. Depending on final site grades and construction phase evaluations (i.e. proofrolling, DCP
testing), lower consistency soils may require selective undercutting, moisture conditioning, and/or
compaction prior to fill placement and/or structure construction.
• Based on the results of the subsurface exploration, the proposed structures can be supported on
conventional shallow foundations bearing on low plasticity residual soils or newly placed Structural Fill
using an allowable bearing pressure of 2,500 psf.
• Based upon our evaluation, a Seismic Site Class "D" may be used for the site based on the average N-
value method.
The above information summarizes the main findings of the exploration, particularly those that may have
a cost impact on the planned development. Further, our principal foundation recommendations are
summarized. Information gleaned from the Executive Summary should not be utilized in lieu of reading
the entire geotechnical report.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 2
1.0 INTRODUCTION
The purpose of this study was to provide subsurface exploration and geotechnical information for the
proposed industrial development located at 3075 Finger Mill Road in Lincolnton, Lincoln County, North
Carolina.The recommendations developed for this report are based on the project information supplied
by Crescent Acquisitions, LLC.
Our services were provided in accordance with our Proposal No. 27400P, dated February 22, 2022 and
includes the Terms and Conditions of Service outlined within the agreement.
This report contains the procedures and results of our subsurface exploration and laboratory testing
programs, review of existing site conditions, engineering analyses, and recommendations for the design
and construction of the geotechnical aspects of the project.The report includes the following items:
• Information on current site conditions, surface drainage features, and surface topographic
conditions.
• Description of the field exploration and laboratory tests performed.
• Final logs of the soil borings and records of the field exploration and laboratory tests performed.
• Recommendations regarding foundation options for the structure and settlement potential.
• Recommendations regarding slab-on-grade construction and design.
• Seismic site classification per North Carolina Building Code based on the average N-value method.
• Light and heavy-duty pavement section recommendations.
• Lateral earth pressure coefficients for below grade walls and recommendations regarding estimated
soil parameters to be used for retaining wall design.
• Evaluation of the on-site soil characteristics encountered in the soil borings with respect to the
suitability of the on-site materials for reuse as Structural Fill.
• Recommendations for minimum soil cover during frost heaving, compaction requirements for fill
and backfill areas, and slab-on-grade construction.
• Recommendations regarding site preparation and construction observations and testing.
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE
The project site is located at 3075 Finger Mill Road in Lincolnton, Lincoln County, North Carolina as shown
below and included on the Site Location Diagram in Appendix A. According to the Lincoln County Online
Geographic Information Systems (GIS) website, the approximate 24.81-acre site is identified as Parcel
Identification Number(PIN) 3635888860.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 3
i.
aW�llli'�14A1RV`1l I . r." f i
Imo. ;.
SITE
\\\ . N,
,y
Goggle Earth 1;
The site currently consists primarily of cultivated farmland and moderately wooded areas. During our site
reconnaissance, old hay bales were noted along the tree line within the central-west portion of the site.
An existing drainage feature is located within the northeastern portion of the site and drains towards the
central portion of the site within the wooded area and Larkard Creek along the southern site boundary.A
pump station is located southwest of the site with a gravel access road bisecting the southern half of the
subject site. An industrial building and associated water storage tank are located north of the site. An
earthen embankment slope about 10 feet in height is located in the northern portion of the site and slopes
down from the existing building onto the subject site. Based on the Client provided preliminary
topographic information, the existing site grade elevations range from approximately 854 feet in the
northeastern region of the site to 802 feet in the southwestern region of the site.
Based on available historic imagery, the site has been primarily undeveloped with wooded areas and
farmland since at least 1951 with a single-family residential structure located in the northeastern portion
of the site. The structure appeared to have been razed sometime between 1969 and 1984. Sometime
between 1993 and 1998, the development of the pump station and associated access road and the
industrial building north of the site occurred.The site has generally remained in its present condition since
at least 1998 with vegetation maturing. The previous land-use discussion is not considered a
comprehensive or in-depth review of the site history, rather a quick overview of available aerial imagery.
2.2 PROPOSED CONSTRUCTION
Based on our review of the provided site plan titled "Finger Mill Road — Floodplain Exhibit", prepared by
Thomas & Hutton, dated January 31, 2022, we understand that the site will be developed with a new
174,720 square-feet industrial facility with+/-184 employee parking spaces,+/-35 trailer parking spaces,
and a stormwater management pond in the southwestern portion of the site. Based on the provided
topographic information, ECS has assumed maximum cut and fill depths of approximately 20 feet,or less.
No additional information has been provided to us.The following information explains our understanding
of the planned structure.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 4
PROJECT UNDERSTANDING
SUBJECT DESIGN INFORMATION/ASSUMPTIONS
Approximate Building Footprint 174,720 square feet
Stories One-story
Usage Industrial/Warehouse _
Framing Concrete Tilt-up Panel/Steel
Column Loads 150 kips maximum
Wall Loads 6 kips per linear foot (klf) maximum
3.0 FIELD EXPLORATION AND LABORATORY TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedure. Our scope of work included drilling seventeen (17) soil borings. The
borings were located using GPS technology and existing landmarks and their approximate locations are
shown on the Boring Location Diagram in Appendix A. The topographic data and elevations noted on the
boring logs and referenced in this report were estimated from the Client provided preliminary topographic
information and should be considered approximate. The users of the reported elevations do so at their
own risk.
3.1 SUBSURFACE CHARACTERIZATION
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. 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 natural geology within portions of the site has been modified in the past due to previous agricultural
use,grading that included disturbance of near-surface residual soils and/or the placement of fill materials.
The quality of man-made fills can vary significantly, and it is often difficult to assess the engineering
properties of existing fills. Furthermore, there is no specific correlation between N-values from standard
penetration tests performed in soil test borings and the degree of compaction of existing fill soils;
however,a qualitative assessment of existing fills can sometime be made based on the N-values obtained
and observations of the materials sampled in the test borings.
The following sections provide generalized characterizations of the subsurface materials. Please refer to
the subsurface soil profiles in Appendix A and boring logs in Appendix B for more detailed information.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 5
GENERALIZED SUBSURFACE CONDITIONS _
Approximate Ranges of
Depth(ft) Stratum Description SPT111 N-values
(bpf)
0 to 0.3 N/A Varying amounts of surficial organic laden material. N/A
0.1 to 5.5 I FILL—Elastic SILT(MH), Fat CLAY(CH),and Lean 5 to 14
CLAY(CL)(3)
RESIDUAL—Elastic SILT(MH), Fat CLAY(CH),Sandy
0.1 to 25 II SILT(ML),Silty SAND(SM),Clayey SAND(SC), and 4 to 22
Lean CLAY(CL)
Notes:
(1) Standard Penetration Testing in blows per foot(bpf).
(2) Surficial materials are driller reported and should not be used for material takeoffs.Since mechanical clearing was
used to access some of the boring locations,some of the surficial materials may have been removed at the boring
locations.Our experience indicates that organic laden soil depths in wooded areas generally range from 12 to 18
inches,or greater,depending on the amount of vegetation.
(3) Existing fill was encountered at Borings B-1,B-2,B-3,B-4,B-5,B-6,B-11,and B-14.
3.2 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling and prior to demobilization
from the site. Groundwater was observed at Borings B-7, B-9, B-15, and B-16 at depths ranging from
approximately 11 to 19 feet below existing grades. Groundwater was not apparent in the remainder of
the borings at the time of drilling within the explored depths. Cave-in depths were measured at each of
the boring locations with cave-in depths ranging from approximately 7.5 to 22 feet below existing grades.
Cave-in of a soil test boring can be caused by groundwater hydrostatic pressure,weak soil layers, and/or
drilling activities. Variations in the long-term water table may occur as a result of changes in precipitation,
evaporation, surface water runoff, construction activities, and other factors.
ECS performed Seasonal High Water Table(SHWT)determinations at Borings B-15 and B-16, as presented
in the report "Seasonal High Water Table Determination" (ECS Project No. 49:16558), dated March 21,
2022.The SHWT determination report is included in Appendix D for reference.
3.3 LABORATORY TESTING
The laboratory testing consisted of selected tests performed on samples obtained during our field
exploration. Classification, moisture content, percent fines (-200 wash), and Atterberg limit tests were
performed.
Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488
Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including
USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering
Purposes (Unified Soil Classification System, USCS). After classification,the samples were grouped in the
major zones noted on the boring logs in Appendix B.The group symbols for each soil type are indicated in
parentheses along with the soil descriptions. The stratification lines between strata on the logs are
approximate; in situ,the transitions may be gradual.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 6
4.0 DESIGN RECOMMENDATIONS
4.1 FOUNDATIONS
Provided subgrades and structural fills are prepared as recommended in this report and existing fill is
remediated, the proposed structure can be supported by conventional shallow foundation systems
bearing on low plasticity residual soils or newly placed Structural Fill. We recommend the foundation
design use the following parameters:
FOUNDATION RECOMMENDATIONS(5)
Design Parameter Column Footing Wall Footing
Net Allowable Bearing Pressure(1) 2,500 psf(5)
Acceptable Bearing Soil Material Low Plasticity Residual Soils or Newly-Placed Structural Fill
Minimum Width 24 inches 18 inches
Minimum Footing Embedment Depth 18 inches 18 inches
(below slab or finished grade)(2)
Minimum Exterior Frost Depth (below final 12 inches 12 inches
exterior grade)
Estimated Total Settlement(3) 1 inch or less 1 inch or less
Estimated Differential Settlement(4) 1/2 inch or less 1/2 inch or less
Notes:
(1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the
foundation.
(2) For bearing considerations.
(3) Based on assumed structural loads. When structural loading determined, ECS must be contacted to update foundation
recommendations and settlement calculations.
(4) Based on maximum column/wall loads and variability in borings. Differential settlement can be re-evaluated once the
foundation plans are more complete.
(5) A grading plan and structural loading were not provided at the time of this report; therefore, our foundations
recommendations should be considered preliminary.
Potential Undercuts: The majority of the soils at the foundation bearing elevation are expected to be
acceptable for support of the proposed structure after the remediation of existing fill materials, moisture
sensitive soils(designated MH soils with a PI>30 and/or CH soils), and/or lower consistency/loose soils. If
soft or unsuitable soils are observed at the footing bearing elevations at the time of footing construction,
the unsuitable soils should be undercut and replaced. Undercut areas should be backfilled with lean
concrete (f,>_ 1,000 psi at 28 days) or compacted crushed aggregate up to the original design bottom of
footing elevation.
4.2 SLABS ON GRADE
Provided subgrades and Structural Fill are prepared as discussed herein, the proposed floor slabs can be
constructed as Ground Supported Slabs (or Slab-On-Grade).We assume that the slabs will bear on newly-

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 7
placed Structural Fill and/or low plasticity residual soils. The following graphic depicts our soil-supported
slab recommendations:
_ Vapor Barrier
Concrete Slab
o O o O ° oO o ° ° o .300 0 o °o
0 0 0 , 00 0 0
0 ° o ° o ° o o p o ° 0 0 0 o Granular Capillary Break/Drainage Layer
Compacted Subgrade
1. Drainage Layer Thickness:4 inches
2. Drainage Layer Material:GRAVEL(GP,GW),SAND(SP,SW)
3. Subgrade compacted to 100%maximum dry density per ASTM D698
Soft, yielding, existing fill materials, and/or moisture sensitive soils may be encountered in some areas.
Those soils should be removed and replaced with compacted Structural Fill in accordance with the
recommendations included in this report.
Subgrade Modulus: Provided the Structural Fill and Granular Drainage Layer are constructed in
accordance with our recommendations, the slab may be designed assuming a modulus of subgrade
reaction, k1 of 90 pci (lbs per cubic inch). The modulus of subgrade reaction value is based on a 1 foot by
1 foot plate load test basis.
Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular
drainage layer to provide additional protection against moisture penetration through the floor slab. When
a vapor barrier is used, special attention should be given to surface curing of the slab to reduce the
potential for uneven drying, curling and/or cracking of the slab. Depending on proposed flooring material
types,the Structural Engineer and/or the Architect may choose to eliminate the vapor barrier.
Slab Isolation: Soil-supported slabs should be isolated from the foundations and foundation-supported
elements of the structure so that differential movement between the foundations and slab will not induce
excessive shear and bending stresses in the floor slab. Where the structural configuration prevents the
use of a free-floating slab such as in a turn down footing/monolithic slab configuration,the slab should be
designed with suitable reinforcement and load transfer devices to preclude overstressing of the slab.
4.3 BELOW GRADE RETAINING WALLS
We recommend that permanent below grade walls (i.e. loading docks and stemwall foundation walls) be
designed to withstand lateral earth pressures and surcharge loads from soil, adjacent building
foundations, or pavement areas. These recommendations apply to a "drained" condition which is where
there is drainage material behind below grade walls that prevents hydrostatic water pressures on the back
of the below grade wall. To accomplish a drained condition, drainage materials such as free draining
gravel,geocomposite drainage panels,weep holes and an underslab drainage system should be used.We
recommend that walls that are restrained from movement at the top be designed for a linearly increasing
lateral earth pressure. The following figure depicts the suggested lateral earth pressure condition for a
"drained below-grade wall" with restrained wall tops:

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 8
This diagram is not suitable for Surcharge Load (psf)
the design of Support of MEMEM
Excavation or temporary shoring
systems. ^ 4�
H Ing
Ming
11.1
[-: -I/ I
Lateral Earth Pressure 61 H psf Horizontal Pressure from Surcharge
(For below grade walls restrained =0.53 x Vertical Surcharge
from movement at top and bottom,
drained conditions presumed)
Surcharge loads imposed within a 45-degree slope of the base of the wall should be considered in the
below grade wall design. The influence of these surcharge loads on the below grade walls should be based
on an at-rest pressure coefficient, ko, of 0.53 in the case of restrained walls. Care should be used to avoid
the operation of heavy equipment to compact the wall backfill since it may overload and damage the wall;
in addition, such loads are not typically considered in the design of below grade walls.
4.4 SEISMIC DESIGN CONSIDERATIONS
Seismic Site Classification:The North Carolina Building Code(NCBC) requires site classification for seismic
design based on the upper 100 feet of a soil profile.Two methods are primarily utilized in classifying sites,
namely the shear wave velocity (vs) method and the Standard Penetration Resistance (N-value) method.
The SPT N-value method was used in classifying this site.
The seismic site class definitions for the weighted average of SPT N-values in the upper 100 feet of the soil
profile are shown in the following table:
SEISMIC SITE CLASSIFICATION
Site Class Soil Profile Name N value(bpf)
A Hard Rock N/A
B Rock N/A
C Very dense soil and soft rock >50
D Stiff Soil Profile 15 to 50
E Soft Soil Profile <15
Based upon our interpretation of the subsurface conditions, a Seismic Site Class at "D" appears to be
appropriate for this site.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 9
4.5 PAVEMENTS
In pavement areas,the consequences associated with leaving all or portions of existing undocumented fill
in-place are typically less than within building structure areas. Because the SPT N-values of the fill were
not necessarily low, and if the Owner is willing to accept some risk of premature pavement distress and
increased maintenance, the planned pavements may be supported on existing fill provided it responds
favorably to proofrolling loads and high plasticity soils are remediated. However, the section thicknesses
provided below should be increased and/or geosynthetics incorporated.
Subgrade Characteristics: On-site low plasticity residual soils and newly-place Structural Fill are
considered suitable for support of pavements, although moisture control during earthwork operations,
including the use of discing or appropriate drying equipment, may be necessary. For design purposes, we
have estimated a CBR value of 4.
ECS was not provided traffic loading information, so we have assumed loadings typical of this type of
project. The provided pavement sections based upon a 20-year life, with equivalent single axle loadings
of approximately 10,000 and 600,000 ESALs for light-duty and heavy-duty pavements.
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.
The preliminary pavement sections below are guidelines that may or may not comply with local
jurisdictional minimums.
RECOMMENDED PAVEMENT SECTIONS
FLEXIBLE PAVEMENT Portland Cement Concrete
MATERIAL
Light Duty Heavy Duty (PCC)Pavement
Portland Cement Concrete
(f'c=4000 psi) 7%inches
Asphaltic Concrete Surface
Course(S9.5B)* 2 inches 2 inches -
Asphaltic Concrete Intermediate
Course(119.0C) 3 inches
Aggregate 6 inches 8 inches 6 inches
Base Course
*Note:Multiple lifts may be required to achieve recommended thickness.
In general, heavy duty sections are areas that will be subjected to delivery or other similar vehicles
including main drive lanes of the development. Light duty sections are appropriate for passenger vehicle
traffic, automotive parking areas. Additionally, the above noted light and heavy duty pavement sections
are capable of supporting an 80,000 pound emergency vehicle (i.e. firetruck) on a periodic basis. The
actual asphaltic concrete mix designation should be selected based on the actual traffic conditions.
Vehicles servicing 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
ultimate pavement failures and costly repairs.Therefore, we suggest that the pavements in trash pickup

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 10
areas utilize the aforementioned Portland Cement Concrete (PCC) pavement section. Appropriate steel
reinforcing(if necessary) and jointing should also be incorporated into the design of PCC pavements.
We emphasize that good base course drainage is essential for successful pavement performance. Water
buildup in the base course may result in premature pavement failures.The subgrade and pavement should
be graded to provide effective runoff to either the outer limits of the paved area or to catch basins so that
standing water will not accumulate on the subgrade or pavement.
It should be noted that these design recommendations may not satisfy local jurisdictional or North
Carolina Department of Transportation traffic guidelines. Roadways constructed for public use and to be
dedicated to the local jurisdiction or State for repair and maintenance must be designed in accordance
with the appropriate jurisdictional requirements.
4.6 CUT AND FILL SLOPES
ECS was not provided a grading plan at the time of this report;once grading plans are finalized, ECS should
be provided the opportunity to review the drawings and revise our recommendations, if needed.
We recommend that permanent fill slopes less than 15 feet tall be constructed using Structural Fill at a
slope of 2.5:1 (horizontal:vertical)or flatter. Permanent slopes with less than 15 feet crest height cut into
existing fill soils may be constructed at 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 cut and fill slopes
should be properly compacted. 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. 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 analyses 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 1/2 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 ECS and may require approval from the building code
official.
Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of 2:1.
Excavations should conform to applicable OSHA regulations. Appropriately sized ditches or other
appropriate storm water controls should run above and parallel to the crest of permanent slopes to divert
surface runoff away from the slope face.
4.7 SETTLEMENT MONITORING
Grading plans were not available at the time of this report. If fill depths exceeding 15 feet are required to
achieve final site grades, the placement of new fill may result in settlement of the subgrade soils and

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 11
within the newly placed fill soils. To limit post construction settlement resulting from fill placement, we
recommend a settlement monitoring period between fill placement and structure construction.
Settlement hubs should be placed within areas receiving more than 15 feet of fill to monitor compression
of the fill and residual materials.The frequency of monitoring should be on a weekly basis, but this should
be adjusted as necessary by ECS based upon fill placement rates and settlement rates. Typically, the
settlement rates will accelerate during the fill placement, and decrease shortly after stopping any fill
placement. ECS anticipates the settlement will take between 30 and 60 days to reach substantial
completion after the end of fill placement. This timeline assumes rapid fill placement, and much of the
settlement may occur during placement as site work will most likely take several months.The delay period
may be terminated as soon as settlement reaches substantial completion as determined by ECS. The
timeline presented above is not intended to indicate a minimum or required hold period. A minimum of
two weeks of settlement monitoring, post fill placement is required to demonstrate settlement has
reached a tolerable settlement rate. Upon reaching a tolerable settlement rate, foundation construction
may begin. If the construction phasing will not allow for 30 to 60 days of settlement monitoring,additional
recommendations can be provided such as increasing the soil compaction requirement to 98 or 100
percent of the soils maximum dry density and/or using granular soils as Structural Fill within the deeper
fill areas.
4.8 SITE RETAINING WALLS
Based on the site topography, we anticipate site retaining walls may be required. Site retaining walls can
be designed as cast in place or mechanically stabilized earth (MSE) walls. There is an existing industrial
structure located north of the subject site. If a site retaining wall is planned in this area, the proximity of
the existing structure should be taken into consideration when evaluating the global stability and wall
geometry of the potential wall.
4.8.1 Cast In Place Walls
Unlike below grade walls,site retaining walls are free to rotate at the top(not restrained). For these walls,
the "Active" (ka)soil condition should be used in the wall design and evaluation. In addition, site retaining
walls should be designed to withstand lateral earth pressures exerted by the backfill and any surcharge
loads within the "Critical Soil Zone". The Critical Zone is defined as the area between the back of the
retaining wall structure and an imaginary line projected upward and rearward from the bottom back edge
of the wall footing at a 45-degree angle.
The lateral earth pressures developed behind site retaining walls are a function of backfill soil type, backfill
slope angle, and any surcharge loads. For the design of site retaining walls, we recommend the soil
parameters provided below.
RETAINING WALLS BACKFILL IN CRITICAL ZONE
Soil Parameter Estimated value
Coefficient of Earth Pressure at Rest(Ko) 0.53
Coefficient of Active Earth Pressure(Ka) 0.36
Retained Soil Moist Unit Weight(y) 120 pcf
Cohesion (C) 0 psf
Angle of Internal Friction (4) 28°
Friction Coefficient [Concrete on Soil] 04 0.34

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 12
FOUNDATION SOILS (NATURAL SUBGRADES OR STRUCTUAL FILL)
Soil Parameter Estimated value
Allowable Net Soil Bearing Pressure 2,500 psf
•
Minimum Wall Embedment Below Grade 24 inches
Coefficient of Passive Earth Pressure(Kr) 2.77
Angle of Internal Friction (4)) 28°
Soil Moist Unit Weight(y) 120 pcf
Cohesion (C) 0 psf
Wall Backfill: Soils used as backfill within the critical zone behind site retaining walls should have USCS
classifications of Sandy SILT(ML), Clayey SAND (SC), Silty SAND (SM), or coarser,with a maximum of 65%
fines (i.e. percent passing No. 200 sieve) and a minimum angle of internal friction of 28 degrees when
compacted to a minimum of 95% of its maximum dry density per ASTM D698. Soils not meeting these
criteria should be removed from the critical zone of the walls.
Foundation Drains: Below grade walls should be provided with a foundation drainage system to relieve
hydrostatic pressures which may develop in the wall backfill. This system should consist of weep holes
through the wall and/or a 4-inch perforated,closed joint drain line located along the backside of the walls
above the top of the footing and tied to a Satisfactory outlet to drain. The drain line should be surrounded
by a minimum of 6 inches of AASHTO Size No.57 Stone wrapped with an approved non-woven filter fabric,
such as Mirafi 140-N or equivalent.
Wall Drains: Site retaining walls should be drained so that hydrostatic pressures do not build up behind
the walls. Wall drains can consist of a 12-inch wide zone of free draining Gravel, such as AASHTO No. 57
Stone, employed directly behind the wall and separated from the soils beyond with a non-woven filter
fabric. For walls in excess of 10 feet in height,thicker wall drains should be considered. Alternatively,the
wall drain can consist of a suitable geocomposite drainage board material. The wall drain should be
hydraulically connected to the foundation drain.
Limitations: The lateral earth pressures and design recommendations presented in this section are
intended for use with reinforced concrete or reinforced masonry gravity retaining walls. The
recommendations presented above are not applicable to Mechanically Stabilized Earth (MSE)Walls.
4.8.2 Mechanically Stabilized Earth (MSE)Wall Design
Based on the provided site plan and existing topography, site retaining walls may be required at the site
and may be constructed as MSE walls.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).

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 13
MINIMUM RECOMMENDED FACTORS OF SAFETY FOR MSE WALLS
Failure Mode Estimated value
Base Sliding 1.5
Overturning 2.0
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 to 1.5
The results of the required internal and geotechnical stability analyses are highly dependent upon the
engineering properties of the retained, and foundation zone materials. Consequently, the design of the
MSE Walls requires the assignment of specific engineering properties to the, 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 except for the foundation zone materials.
Maintaining the integrity of the reinforced zone is critical to wall performance. 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.
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. Soils used as backfill within the retaining walls should have USCS classifications of Silty SAND
(SM) or more granular with a maximum of 45%fines (i.e. passing No. 200 Sieve size) and minimum angle
of internal friction of 28 degrees when compacted to a minimum of 95%of its maximum dry density per
ASTM D698. In addition, the Liquid Limit and Plasticity Index of MSE wall backfill should be limited to 30
and 10, respectively. The material properties presented assume site retaining walls will be relatively short
(i.e. less than 10 feet of exposed wall height). More stringent backfill recommendations may be
recommended for taller walls, including restricting fines content to 35%or lower, increasing minimum soil
shear strength to 30 degrees or more, and limiting the Plasticity Index to less than 6. We anticipate that
soils meeting the above criteria will not be available on-site; therefore, import of these materials should
be anticipated and an offsite borrow source identified.
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 relieve the MSE Wall designer from any aspect of the design
responsibility including selection of shear strength parameters, internal wall stability, external wall
stability, global stability or settlement estimates.
MSE walls in the Charlotte region are frequently incorporated into the project through a delegated design
delivery approach. However,for geotechnically complex project sites,we recommend the Owner engage

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 14
the wall designer and incorporate wall design and construction documents into the bid package. This
method allows the wall designer to coordinate with the rest of the design team and incorporate applicable
modifications into the wall design. If desired, ECS would be pleased to perform MSE wall design.
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat,topsoil, and soft or unsuitable
materials from the 10-foot expanded building and 5-foot expanded pavement limits, and 5 feet beyond
the toe of structural fills. ECS should be retained to observe that topsoil and unsuitable surficial materials
have been removed prior to the placement of Structural Fill or construction of structures.
5.1.2 Proofrolling
Prior to fill placement or other construction on subgrades,the subgrades should be observed by ECS. The
exposed subgrade should be thoroughly proofrolled with construction equipment having a minimum axle
load of 10 tons [e.g. fully loaded tandem-axle dump truck]. Proofrolling should be traversed in two
perpendicular directions with overlapping passes of the vehicle under the observation of ECS. This
procedure is intended to assist in identifying localized yielding materials.
Where proofrolling identifies areas that are unstable or"pumping",those areas should be repaired prior
to the placement of any subsequent Structural Fill or other construction materials. Methods of
stabilization include undercutting, moisture conditioning, or chemical stabilization. The situation should
be discussed with ECS to determine the appropriate procedure. Test pits may be excavated to explore
the shallow subsurface materials to help in determining the cause of the observed unstable materials,and
to assist in selecting appropriate remedial actions to stabilize the subgrade.
5.1.3 Site Temporary Dewatering
Limited Excavation Dewatering: Based upon our preliminary subsurface exploration and experience on
sites in nearby areas of similar geologic setting, we believe construction dewatering at this site will be
mainly limited to removing accumulated rainwater and/or perched/laterally flowing water infiltration
from footing and below grade excavations.
We anticipate that temporary dewatering operations, if required, can be handled by the use of
conventional submersible pumps directly in the excavation or temporary trenches to direct the flow of
water and to remove water from excavations and drainage features. If temporary sump pits are used,we
recommend they be established at a depth 2 to 4 feet below the bottom of the working surface,
excavation subgrade, or bottom of footing. A perforated 55-gallon drum or other temporary structure
could be used to house the pump. For deeper and mass excavations,trenches,well points, and/or French
drains may be necessary. Groundwater, if encountered, should be controlled a minimum of 2 feet below
the exposed working surface. However, it may be necessary to maintain the groundwater at greater
depths depending on actual construction activities.
If dewatering operations are performed at the site, ECS recommends that the dewatering operations be
performed in accordance with Local, State and Federal regulatory requirements for surface water
discharges. ECS would be pleased to be consulted by the Client on those requirements, if requested.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 15
Once site grading plans are developed and additional subsurface exploration is performed, more detailed
groundwater related recommendations can be provided.
5.2 EARTHWORK OPERATIONS
5.2.1 Existing Fill Soils
Existing fill and/or disturbed near-surface soils were encountered at Borings B-1 through B-6, B-11, and
B-14 and extended to depths ranging from approximately 3 to 5.5 feet below existing grades. Records of
the fill placement were not provided to us;therefore,the fill is considered undocumented.
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 amounts of organics derived from organic rich stripping, rubbish, construction or
demolition debris, stumps and roots, and logs. These deleterious inclusions can result in the premature
distress of new grade supported constructions if not removed. Where these types of conditions exist
under or within undocumented fill, they are sometimes in discreet pockets that can go undetected by
widely spaced soil test borings.
ECS does not recommend supporting structures,slabs, pavements,or utilities on existing fill. Undercutting
and replacement of the existing fill should be anticipated depending on final structure locations and
pavement elevations. Existing fill meetings the requirements of Structural Fill outlined in this report may
be re-used (i.e. undercut and re-placed in controlled lifts).
Fill Removal in Building Areas:The existing undocumented fill should be removed from beneath planned
built-over areas and replaced with Structural Fill prior to the addition of new fill or construction of
structures. Existing fill not containing deleterious materials and meeting the requirements of Structural
Fill may be re-used or re-worked (i.e. compacted in controlled lifts).
Fill Removal in Pavement Areas:Supporting pavements on existing fill is a business decision that the only
the Owner can make. Pavement can be supported on the existing fill provided the Owner recognizes,
understands, and accepts the potential risks associated with poor pavement performance.The risk can be
reduced by partial removal or undercutting and replacement of the fill soils,the addition of geogrid to the
pavement section, and/or the use of a more robust pavement section. ECS will not be responsible for
pavement performance in areas undocumented fill is not completely removed and replaced with
Structural Fill.
5.2.2 Expansive and Moisture Sensitive Soils
Potentially expansive, high plasticity, moisture sensitive soils are those materials classified as Elastic SILT
(MH) and Fat CLAY (CH). Elastic SILT (MH) and/or Fat CLAY (CH) soils were encountered at Borings B-1
through B-6, B-8, B-10, B-11, and B-12 and extended to depths ranging from approximately 5.5 to 17 feet
below existing grade. Moisture sensitive soils will degrade quickly when disturbed and/or with elevated
moisture content.
High plasticity, expansive, moisture sensitive soils(MH soils with a Plasticity Index greater than 30 and CH
soils) should not be used for direct support of slabs, foundations, and pavements. MH soils (PI>30) and
CH soils encountered within proposed structural areas should be undercut and replaced with low plasticity
Structural Fill to a minimum depth of 2 feet below subgrade elevations in slab and foundation areas. Upon
completion of the undercut, the resulting subgrade soils should be evaluated for stability prior to the

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 16
placement of Structural Fill. The recommended separation can also be provided through the addition of
Structural Fill. Depending on final site grades,we anticipate the recommended separation can be provided
through selective undercut and replacement, or the addition of Structural Fill. Alternatively, chemical
(lime)stabilization may be considered to improve/modify high plasticity, moisture sensitive soils in lieu of
undercut and replacement and/or for re-use as Structural Fill.
Based on limited laboratory testing performed,the on-site MH soils tested have PI values ranging from 24
to 30;therefore,these materials are considered marginally suitable for the direct support of foundations,
slabs, and pavement provided moisture is controlled and they are stable at the time of construction.
However,some remediation of high plasticity and/or moisture sensitive soils should be anticipated within
portions of the site.
5.2.3 Lime Stabilization
Due to moisture sensitive and elevated moisture characteristics of the anticipated subgrade soils,
chemical (lime) stabilization can be performed in lieu of undercutting and replacing moisture sensitive,
high plasticity, and/or elevated moisture soils within slab and pavement areas. Moisture sensitive and/or
high plasticity soils can be placed in loose lifts and treated for drying or modification for re-use as
satisfactory material. Once processed, the subgrade soils should be compacted as recommended in this
report prior to the placement of Structural Fill or other construction materials. ECS recommends that
additional laboratory testing (i.e. Lime Series Testing, and Lime CBRs) be performed during the design
phase of this project to more accurately define the limits and properties of potentially expansive and/or
moisture sensitive soils.
5.2.4 Lower Consistency/Loose Soils
Lower consistency soils, with an N-value of 6 bpf or less, were encountered at 9 of the 17 borings and
extended to depths ranging from approximately 3 to 12 feet below the existing ground surface. Depending
on final site grades and construction phase evaluations (i.e. proofrolling, DCP testing), lower consistency
soils may require selective undercutting, moisture conditioning,and/or compaction prior to fill placement
and/or structure construction.
5.2.5 Difficult Excavation
Based on the results of the soil test borings and the provided FFE, we do not anticipate that materials
requiring difficult excavation or rock excavation techniques will be encountered during general
construction activities. However, as noted in the subsurface characterization section of this report, the
weathering process in the Piedmont can be erratic and significant variations of the depths of the denser
materials can occur in relatively short distances. In some cases, isolated boulders or thin rock seams may
be present in the soil matrix.
5.2.6 Structural Fill
Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of on-site and/or off-
site borrow should be submitted to ECS for laboratory testing,which will typically include Atterberg limits,
natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for
compaction. Import materials should be tested prior to being hauled to the site to determine if they meet
project specifications.
Structural Fill Materials: Materials for use as Structural Fill should consist of inorganic soils classified as
CL, ML, SM, SC, SW, SP, GM, or GC, or a combination of these group symbols, per ASTM D2487. These

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 17
materials should be free of organic matter, debris, and should contain no particle sizes greater than 4
inches in the largest diameter. Open graded materials and gravels (GW and GP),which contain void space
in their mass, should not be used in Structural Fills unless properly encapsulated with filter fabric.
Structural Fill material should have the index properties in the table below:
STRUCTURAL FILL INDEX PROPERTIES
Subject Property
Building and Pavement Areas LL<50, PI<30
Maximum Particle Size 4 inches
Maximum Organic Content 5%by dry weight
Minimum Dry Unit Weight(ASTM D698) 90 pounds per cubic foot
STRUCTURAL FILL COMPACTION REQUIREMENTS
Subject Requirement
Compaction Standard Standard Proctor,ASTM D698
Required Compaction
(greater than 24 inches below 95%of Maximum Dry Density
finished soil subgrade)
Required Compaction
(within 24 inches of finished soil 100%of Maximum Dry Density
subgrade) _
Moisture Content -3 to+3%points of the soil's
optimum value
Loose Thickness(maximum)(1) 8 inches prior to compaction
(1)Thinner lifts may be required depending on compaction equipment utilized.
Unsatisfactory Materials: Unsatisfactory fill materials include materials which do not satisfy the
requirements for Structural Fill, as well as topsoil and organic materials (OH, OL), Elastic SILT (MH), Fat
CLAY(CH), and materials with a maximum dry density of less than 90 pcf per ASTM D698.
On-Site Borrow Suitability: Natural deposits of soils that meet the definition of Structural Fill are present
on the site including residual soils classified as Sandy SILT(ML), Lean CLAY(CL),Clayey SAND(SC),and Silty
SAND (SM). Given the presence of moisture sensitive MH and/or CH soils on this site, and to reduce the
amount of import material to the site,the Owner can consider allowing soils with a maximum Liquid Limit
of 65 and maximum Plasticity Index of 30 to be used as Structural Fill at depths greater than 4 feet below
pavement subgrades outside the expanded building limits and within non-structural areas. Chemical
(lime) treatment of on-site MH and/or CH soils may also be considered to improve/modify moisture
sensitive soils for re-use as Structural Fill.
We anticipate that a limited quantity of select backfill materials for use within reinforced zones of MSE
walls are present on-site. Therefore, import of select backfill materials should be anticipated, and an
offsite borrow source identified.
Fill Compaction Control:The expanded limits of the proposed construction areas should be well defined,
including the limits of the fill zones for buildings, pavements,and slopes,etc., at the time of fill placement.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 18
Grade controls should be maintained throughout the filling operations. Filling operations should be
observed on a full-time basis by ECS to determine that the minimum compaction requirements are being
achieved.
Compaction Equipment:Compaction equipment suitable to the soil type being compacted should be used
to compact the subgrades and fill materials.Sheepsfoot compaction equipment should be suitable for the
fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse-
grained soils(Sands) as well as for sealing compacted surfaces.
Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on
excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement,
and frozen or frost-heaved soils should be removed prior to placement of Structural Fill or other fill soils
and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture
conditioned.
Where fill materials will be placed to widen existing embankment fills,or placed up against sloping ground,
the soil subgrade should be scarified, and the new fill benched or keyed into the existing material. Fill
material should be placed in horizontal lifts.
5.2.7 General Construction Considerations
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional costs
should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a
combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in
order to lower moisture contents to levels appropriate for compaction. Alternatively, during the drier
times of the year, such as the summer months, moisture may need to be added to the soil to provide
adequate moisture for successful compaction according to the project requirements.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-
tired heavy construction equipment, and to control and remove surface water from development areas,
including structural and pavement areas. It would be advisable to designate a haul road and construction
staging area to limit the areas of disturbance and to prevent construction traffic from excessively
degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas
could be covered with excess depths of aggregate to protect those subgrades.The aggregate can later be
removed and used as Structural Fill provided it meets project specifications.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be
directed away from the construction area,and the work area should be sloped away from the construction
area at a gradient of 1 percent or greater to reduce the potential of ponding water and the subsequent
saturation of the surface soils. At the end of each workday, the subgrade soils should be sealed by rolling
the surface with a smooth drum roller to minimize infiltration of surface water.
Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with
OSHA excavation safety standards. The Contractor is solely responsible for designing, constructing, and
maintaining stable temporary excavations and slopes.The Contractor's responsible person, as defined in
29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the Contractor's safety
procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench
excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 19
this information solely as a service to our Client. ECS is not assuming responsibility for construction site
safety or the Contractor's activities; such responsibility is not being implied and should not be inferred.
5.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the
foundation bearing level.Therefore,foundation concrete should be placed the same day that excavations
are made, and the bearing capacity has been verified. 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 2 to 3-inch thick "mud mat" of"lean" concrete
should be placed on the bearing soils before the placement of reinforcing steel.
Footing Subgrade Observations: Following remediation of existing fill and high plasticity soils, most of the
soils at the foundation bearing elevations are anticipated to be suitable for support of the proposed
structures. It is important to have ECS observe the foundation subgrade prior to placing foundation
concrete,to confirm the bearing soils are what was anticipated.
Slab Subgrade Observations: Prior to placement of a drainage layer, the subgrade should be prepared in
accordance with the recommendations found in Section 5.1.2 Proofrolling.
5.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for
support of utility pipes.The pipe subgrades should be observed and probed for stability by ECS. Loose or
unsuitable materials encountered should be removed and replaced with suitable compacted Structural
Fill, or pipe stone bedding material.
Utility Backfilling: Granular bedding material should be at least 4 inches thick, but not less than that
specified by the civil engineer's project drawings and specifications. We recommend that the bedding
materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as
backfill over the utilities, should satisfy the requirements for Structural Fill and Fill Placement.
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by the Client. If any of
this information is inaccurate or changes, either because of our interpretation of the documents provided
or site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.

Finger Mill Industrial April 5,2022
ECS Project No.08:15050 Page 20
Field observations, and quality assurance testing during earthwork and foundation installation are an
extension of, and integral to, the geotechnical design. ECS should be retained to apply our expertise
throughout the geotechnical phases of construction, and to provide consultation and recommendation
should issues arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.

Appendix A - Drawings and Reports
Site Location Diagram
Boring Location Diagram(s)
Subsurface Cross-Section(s)

. A -.its: sn, ' - , - , -. p contributo ,-4� s
`1 dy i' F
el N! W E
. .•I., . m - is
Its •
T
. .. , .1"telo
•%„ .4.4t.",11., ' • ,, - ... , -
t' Site
_ . --
r. I,
IL
d•re' t
•r. _f ..-"'
.-,,t e j-• , a it...,....._4,20,..e__. ... . , . ,- ,00'lk ..
' liftiskr .
._ _
flitrillinfeW lit If ' . ' ..'
600 oc ' • 1,200
• = Feet
SITE LOCATION DIAGRAM CJC
ENGINEER
FINGER MILL INDUSTRIAL SCALE
AS NOTED
PROJECT NO.
08:15050
FIGURE
3075 FINGER MILL ROAD, LINCOLNTON, NORTH CAROLINA 1
CRESCENT ACQUISITIONS, LLC DATE
4/05/2022

1 Service Layer Credits: Esri,HERE, Garmin,(c)OpenStreetMap contributors,and the GIS user community
i N
' j W E
I
s
-`-__.-. I I 1 i I I I,i1111111111111111III111III1111111111 II11!F,1-1,a II I IIIII .i ' _
ll
ti_ fI}li 71II ll11l1U 1 I 11 Ilf,f iii lllilllll ifllilflll 11j INM
. I QA3 _moo i 1
* =' 174,72C1i �'� 1
^I ) i154 EMPI0YEE, 1 `,
` .46 1 [35:RAILER SPACES + 4
{
b 4:5N I L7dt1 .. - /
i j ..,/ l -EKISIiNG FL 000PL AIN \.ii \
- #ems 4-s ,., Chi�3 i
iiheiv,op � ice ./ •
522 // EKISTING GRAVE ROAD �'' itN \
Legend s `1` �� ' \,
f.
4, Approximate Boring Locations ,V.� _ -' - 3!fe y
f \
- N , Ex15NNG wE I LQ� j�
Approximate Cross-Section Locations / / / -_ Feet
— / / /
BORING LOCATION DIAGRAM ECJC
NGINEER
FINGER MILL INDUSTRIAL SCALE
AS NOTED
:!1! °
T N .
3075 FINGER MILL ROAD, LINCOLNTON, NORTH CAROLINA 2
TPA
CRESCENT ACQUISITIONS, LLC DATE
4/05/2022

0
848 CEO 848
111 N
Topsoil Q
846 MH Ea 846
6
Topsoil
844 MH o 844
10 6 m
842 Topsoil 842
9
840 13 MH 6 MH 840
838 14 c 12 ML 10- c 838
m m
836 Topsoil 14 13 Topsoil 836
-Irir
834 4!!/ 511 T1 CH 834
i77i MH
17 !! r,r: CL 9 14
832 I//r oB
I ;: E T2 832
5
n
19 MH Topsoil 9
830 f`` - o° 830
12 8 MH 10
Topsoil MH
828 18 ML I - 16 828
14 MH 11 15 12
826 20 ML 826
14
824 SM -ivIL 1T MH ML 824
822 17 EI6Q25 15 14 18 T1 ML T5 822
19
820 EOB @ 25 TO 820
818 19- 818
ML ML
17 13 Eoa @ 25.0 19
816 - 816
11
814 - 814
ML ML
812 T3 16 - T9 812
EOB@25.0 E06@25
Legend Key 810 - T3 810
Topsoil 808 - 808
806 19 EOB @ 25 806
Elastic 9
SILT 804 EOB 5 25.0 804
SILT 802 802
800 800
Fat CLAY
t • 798 798
! /! Lean 796 796
!i CLAY
794 794
[: SILTY
SAND 792 792
788.00 790 790
Oo
'I: d1 N N co co
co
O M C') ~ cO M Noi co
ai NCID
N co Lf) (C co C\i OD
C)
Notes: Plastic Limit Water Content Liquid Limit S7 WL(First Encountered) - Fill NIN
-
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. X • L SUBSURFACE CROSS SECTION A-A'
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. [FINES CONTENT%] Y WL(Completion) - Possible Fill
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. Finger Mill Industrial-GEO
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER ` BOTTOM OF CASING 7 WL(Seasonal High Water) Probable Fill Crescent Acquisitions,LLC
FOOT(ASTM D1586).
Om( LOSS OF CIRCULATION SZ WL(Stabilized) - Rock 3075 Finger Mill Road,Lincolnton,North Carolina 28092
Project No: 08:15050 I Date: 04/05/2022

co
0
835 -m 835
- Topsoil
833 833
14
831 - - 831
12 MH
829 0 829
00
827 12 - e! ! i 827
%/// Topsoil
15 ///; CL r
825 16 //I%- el 825
MH m I•: c
823 !'� f Topsoil
i Topsoil 14 F'!.:F SC 823
�aad33 ?!.l;t 7 MH
I f f e f F 4 a 1 Topsoil
821 /%// 7 as
, / a • / a 821
F 11 8
18 %%%% a 3!3 6 MH
819 r / 6 /c .a ----CH --- 819
1Fa1 . 8 8 v
817 / '�` cc /I !..a -m $ 817
J: 13 a ;�' ML -------- Topsoil
815 it 815
19 I%%% M 14 11cL
%I 8 MH
813 %!/ EOB@,o 10 m 13 ML 'MC 813
r `lIII
811 ML Topsoil ML 12 ML 811
20 = 10 %%% 15
809 EOB @ 25.0 15` ///• 809
• ••• CL
8 13 13
II/
807 •
SM SC 17 %%% 807
805 1_ EOB @ m 18 805
ML
803 T3 22 ----SM 19 - ----ML 803
:i
EOB @25.0 E08@10
801 801
Legend Key 16
799 EOB @ 25.0 799
Q�`qO�;_:'^ - Topsoil
20
% � 797 EOB @25.0 797
Elastic 795 795
1 SILT
793 793
Lean
CLAY 791 791
f•:'-'? CLAYEY 789 789
:F SAND
787 787
"WC, Fat CLAY
SillS
785 785
SILT 783 783
781 781
SILTY
SAND 779 779
775.00 777 777
lr o
O O O V N O
O OO � O NN co •cc;:- � O map
O CO N co it) CO CO a0 O
Notes: Plastic Limit Water Content Liquid Limit S7 WL(First Encountered) - Fill 1. 0
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. X • L SUBSURFACE CROSS SECTION B-B'
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. [FINES CONTENT%] Y WL(Completion) - Possible Fill
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. Finger Mill Industrial
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER ` BOTTOM OF CASING 7 WL(Seasonal High Water) Probable Fill Crescent Acquisitions, LLC
FOOT(ASTM D1586).
(loot( LOSS OF CIRCULATION SZ WL(Stabilized) - Rock 3075 Finger Mill Road,Lincolnton,North Carolina 28092
Project No: 08:15050 I Date: 04/05/2022

,-
9
848 m 848
111 Topsoil
846 846
6 MH
844 — 844
10
842 842
840 13 MH 840
838 T4 9 838
m
836 co Topsoil 9 836
III/ m
834 I j j j 5 834
/ /' MH Topsoil
17 j j j i CL 14
832 I/ /. 5 832
///I
PSI
830 i i i i 12 MI+ 830
12
828 T6 ML UN 828
14
826 - — 826
16 w
824 SM -MN- o- 824
•17 I: •:I car/1 Topsoil
822 EOB @ 25 15 i r r r 822
/%// 7 ,�3,�3 in
820 ----18 1 j�j�l' -r r in 820
lii ,eiia
/// 6 r r CH Topsoil
818 i i r e,'�r�r 818
ML j l j j CL 12 i CL isra
17 Ii 13 t1 I
816 jjji - r/ ; aB 816
19 j 11 i 22 SC Topsoil ! r f ! Topsoil
814 ; i i r 8 ----Mff ;'Ij`i`I CL 814
Legend Key j EOB@10 s 6
812 13 I r / 7 ML + .' : 812
•
III :
• Topsoil 810 EOB @25.0 ML sM 7 16
20 4 li li cL 810
EOB @ 25.0
Elastic 808 = 14 5 SM 808
SILT = -
806 g 5 806
Lean 14 ML
i�•I/: CLAY 804 4 804
r SM
SILT 802 ML 802
10 14
800 22 -1 I
800
SILTY
;:
EOB @ 20.0
:. I : i SAND 798 = 798
i.';>'a Fat CLAY, 796 T3 7 - ML 796
r
t�,SSA.P EOB @ 20
794 - 794
V I ll:i.':'' CLAYEY
f r`• <•,' SAND
: 792 - 792
12
788.00 790 EOB 5 25.0 790
o
a) Lf)co COco
f� COco
CO CO
o
in
O co Lc)
M (O CO xi co
Notes: Plastic Limit Water Content Liquid Limit Z7 WL(First Encountered) - Fill — I
1-EOB:END OF BORING AR:AUGER REFUSAL SR:SAMPLER REFUSAL. X • A SUBSURFACE CROSS SECTION C-C'
2-THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE. [FINES CONTENT 0/o] Y WL(Completion) - Possible Fill
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION. Finger Mill Industrial
4-STANDARD PENETRATION TEST RESISTANCE(LEFT OF BORING)IN BLOWS PER ` BOTTOM OF CASING 7 WL(Seasonal High Water) Probable Fill Crescent Acquisitions,LLC
FOOT(ASTM D1586).
(mu( LOSS OF CIRCULATION S'Z WL(Stabilized) - Rock 3075 Finger Mill Road,Lincolnton,North Carolina 28092
Project No: 08:15050 I Date: 04/05/2022

Appendix B — Field Operations
Reference Notes
Subsurface Exploration Procedures
Boring Logs

TS REFERENCE NOTES FOR BORING LOGS
MATERIAL12 I DRILLING SAMPLING SYMBOLS&ABBREVIATIONS
SS Split Spoon Sampler PM Pressuremeter Test
ASPHALT
ST Shelby Tube Sampler RD Rock Bit Drilling
WS Wash Sample RC Rock Core, NX,BX,AX
CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery%
(' o PA Power Auger(no sample) RQD Rock Quality Designation%
;o;Pe; GRAVEL HSA Hollow Stem Auger
TOPSOIL
PARTICLE SIZE IDENTIFICATION
VOID DESIGNATION PARTICLE SIZES
Boulders 12 inches(300 mm)or larger
I
BRICK Cobbles 3 inches to 12 inches(75 mm to 300 mm)
0 o Gravel: Coarse 3/4 inch to 3 inches(19 mm to 75 mm)
p oo o` AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm(No.4 sieve to inch)
i Sand: Coarse
It � 2.00 mm to 4.75 mm(No. 10 to No.4 sieve)
GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm(No.40 to No. 10 sieve)
w + gravel-sand mixtures,little or no fines
Q�o '� ("Fines") <0.074 mm(smaller than a No.Fine 0.074 mm to 0.425 mm(No.200 to No.40 sieve)
0 GP POORLY-GRADED GRAVEL Silt&Clay200 sieve)
I
0 c gravel-sand mixtures,little or no fines
�
a
C � GM SILTY GRAVEL
o 0 „„ gravel-sand-silt mixtures COHESIVE SILTS&CLAYS COARSE FINE
P 1,A
RELATIVE GRAINED GRAINED
GC CLAYEY GRAVEL UNCONFINED ems (%)8
, AMOUNT
gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY
■ o SW WELL-GRADED SAND STRENGTH• ,OP4 (BPF) (COHESIVE)• Trace <5 <5
o • x gravelly sand,little or no fines <0.25 <2 Very Soft
SP POORLY-GRADED SAND 0.25-<0.50 2-4 Soft With 10-20 10-25
: : . gravelly sand,little or no fines 0.50-<1.00 5-8 Firm Adjective 25-45 30-45
1 .• SM SILTY SAND 1.00-<2.00 9-15 Stiff (ex:"Silty")
• sand-silt mixtures
2.00-<4.00 16-30 Very Stiff
SC CLAYEY SAND 4.00-8.00 31 -50 Hard
:• : X sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6
ML SILT
non-plastic to medium plasticity
GRAVELS,SANDS&NON-COHESIVE SILTS V WL(First Encountered)
MH ELASTIC SILT
high plasticity SPT6 DENSITY V WL(Completion)
rI/' i CL LEAN CLAY <5 Very Loose
J low to medium plasticity 5-10 Loose _v_ WL(Seasonal High Water)
11 -30 Medium Dense
// /// CH highFAT plastiCLAYcity 31 -50 Dense I V WL(Stabilized)
///5 OL ORGANIC SILT or CLAY >50 Very Dense
non-plastic to low plasticity
5 $ $ OH ORGANIC SILT or CLAY
high plasticity FILL AND ROCK
a r PT PEAT
- .. r, .L highly organic soils
FILL POSSIBLE FILL PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17(Visual-Manual Procedure)unless noted otherwise.
2To be consistent with general practice,"POORLY GRADED"has been removed from GP,GP-GM,GP-GC,SP,SP-SM,SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol[Ex:(SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot(tsf).
6Standard Penetration Test(SPT)refers to the number of hammer blows(blow count)of a 140 lb.hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches(ASTM D 1586)."N-value"is another term for"blow count"and is expressed in blows per foot(bpf).SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
6The 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 granular soils.In clay and cohesive silts,the determination of water levels may require several days for the
water level to stabilize. In such cases,additional methods of measurement are generally employed.
'Minor deviation from ASTM D 2488-17 Note 14.
$Percentages are estimated to the nearest 5%per ASTM D 2488-17.
Reference Notes for Boring Logs(09-02-2021).doc ©2021 ECS Corporate Services,LLC.All Rights Reserved

SUBSURFACE EXPLORATION PROCEDURE:
STANDARD PENETRATION TESTING (SPT)
ASTM D 1586
Split-Barrel Sampling
Standard Penetration Testing, or SPT, is the most frequently used
subsurface exploration test performed worldwide. This test provides
samples for identification purposes, as well as a measure of penetration
resistance, or N-value. The N-Value, or blow counts, when corrected and
correlated, can approximate engineering properties of soils used for
geotechnical design and engineering purposes.
SPT Procedure: ECS provides Boring
Location Diagrams
• Involves driving a hollow tube (split-spoon) and Boring Logs for
into the ground by dropping a 140-lb hammer
a height of 30-inches at desired depth each project!
• Recording the number of hammer blows re- 273
quired to drive split-spoon a distance of 12
inches (in 3 or 4 Increments of 6 inches each) = : `'""s
• Auger is advanced* and an additional SPT is
performed ' ,�` j; ,.
• One SPT typically performed for every two to
five feet I 0gl
• Obtain 1.5-inch diameter soil sample �`
A ' 1' -
*Drilling Methods May Vary— The predominant drilling
methods used for SPT are open hole fluid rotary drilling and ..
.. r
hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-01 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659206.8 1338450.1 847.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
a w
LV t~ } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q <LU 0 _ RQD
aN a , w — REC
fl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
ir. -,
\Topsoil Thickness[2.00"]
(MH FILL) ELASTIC SILT,with sand, JIM - 2_2_4
S 1 SS 18 18 contains roots, contains slight mica, — (6) °s
— , reddish brown, moist,firm
_ (MH) Residuum, ELASTIC SILT,contains 2-4-6
S-2 SS 18 18 slight mica, reddish brown, moist,stiff (10) ''1D 14,5 34X (rs.1r)64
5 842—
_ 3-6-7
_ S-3 SS 18 18 — (13) *13
5-6-8
S-4 SS 18 18 _ (14) *14
10 837—
_ 1 , —
(CL) LEAN CLAY, reddish brown, moist, ,•'�`;
very stiff -
S-5 SS 18 18 7-9-8
9 8
15 832—
ii
(ML)SANDY SILT,contains mica and rock -
fragments, reddish brown,moist,very =
stiff 6-8-8
S-6 SS 18 18 - (16) 'its
20 827—
(SM)SILTY SAND,contains mica and rock -
fragments, reddish brown, moist,
S-7 SS 18 18 medium dense — 6-8-9
- (17) ''»
25 END OF BORING AT 25 FT 822
30— 817—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 22.00
Y WL(Completion) GNE BORING
Mar 17 2022 HAMMER TYPE: Auto
7 WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-02 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659190.6 1338719.7 845.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
a w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
w d a d CC
Q <LU m _ RQD
aN a ?j w — REC
v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
jili
\Topsoil Thickness[1.50"]
(MH FILL) ELASTIC SILT,trace roots, - 1-3-3
5 1 SS 18 18 contains slight mica,dark brown to — (6) °s
reddish brown, moist,firm
(ML) Residuum,SANDY SILT, reddish = 3_4_5
_- S-2 55 18 18 brown, moist,stiff - (9) ''9
5 840—
- 6-5-7
_ S-3 SS 18 18 — (12) ''t2
6-6-8
- S-4 SS 18 18 _ (14) *14
10 835—
(MH) ELASTIC SILT, contains slight mica, i
— dark reddish brown, moist,very stiff -
8-10-9
S-5 SS 18 18 - (19) *19
15 830—
(ML)SANDY SILT,contains slight mica, -
reddish brown, moist,very stiff =
— 7-10-10
S-6 SS 18 18 _ (20) 4•420
20 825—
8-9-10
S-7 55 18 18 - (19) =°t9
25 END OF BORING AT 25 FT 820
30— 815—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 21.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-03 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659171.2 1339035.5 842.00
Plastic Limit Water Content Liquid Limit
co w z -Z H X • A
a w
LV t~ } w Z \ ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q LU w m _ RQD
aN a , w — REC
v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
- \Topsoil Thickness[1.00"] 7I --- —
(MH FILL) ELASTIC SILT, contains slight - 2-2-4
S 1 SS 18 18 rock fragments, reddish brown, moist, — (6) °s
firm
(MH) Residuum, ELASTIC SILT,contains _ 2-4-6
_- S-2 SS 18 18 slight rock fragments, reddish brown, - (10) '1410
5 _ moist,stiff 837-
- 4-6-7
_ S-3 SS 18 18 — (13) '',3
— — 6-6-8
S-4 SS 18 18 - (14) *14
10 832—
(ML)SANDY SILT, contains mica, reddish
—
brown to reddish orange, moist,very stiff -
— 8-6-10
S-S SS 18 18 - (16) *,s
15 827—
—- 9-8-10
S-6 SS 18 18 - (18) *18
20 822—
— 10-10-9
S-7 SS 18 18 - (19) =°19
25 END OF BORING AT 25.0 FT 817
30— 812—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 15.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-04 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659153.8 1339274.5 836.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL0
ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q <LU m _ RQD
aN a , w —REC
v)
0 CALIBRATED PENETROMETER TON/SF
_ [FINES CONTENT]St
\Topsoil Thickness[1.00"]
;----
(CH FILL)SANDY FAT CLAY,contains rock 4-5-6 �o 61
S 1 SS 18 18 fragments, reddish brown,moist,stiff - (11) `'„ 2#1 X [65.9ri
(MH) Residuum, ELASTIC SILT,contains
S-2 55 18 18 rock fragments, reddish brown,stiff — 5-5-7
(12)
(12) *,z
5 - 831-
_ 4-5-5
_ S-3 SS 18 18 - (10) *10
5-6-6
S-4 SS 18 18 - (12) '512
10 826-
(ML)SANDY SILT, orange to light brown,
moist,stiff to very stiff
6-8-7
S-5 SS 18 18 - (15) *15
15 821-
7-9-10
S-6 SS 18 18 _ (19) *19
20 816—
7-10-9
S-7 SS 18 18 - (19) -i,9
25 END OF BORING AT 25 FT 811—
30— 806—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 21.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-05 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659089.8 1338598.4 836.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
a w
LV t~ } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
w d a d OV Q <Lu m - RQD
aN a , w — REC
fl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[1.00"]
(MH FILL) ELASTIC SILT,trace rootlets, 1-2-3
S 1 SS 18 18 contains wood pieces,dark brown to — (5) �05
reddish brown, moist,firm
2-2-3
- S-2 SS 18 18 (5) *55 L. 831—
(MH) Residuum, ELASTIC SILT, reddish —
_ S-3 SS 18 18 brown, moist,stiff = (12)
(12) *12
4-6-8
- S-4 SS 18 18 _ (14) *14
10 826—
(ML)SANDY SILT,contains mica, reddish
— brown to orangish brown, moist,stiff to -
very stiff — 6-8-7 ,;
S S SS 18 18 - (15) 15
15 821—
5-7-10
S-6 SS 18 18 - (17) ''17
20 816—
4-5-8
S-7 SS 18 18 - (13) '=13
25 END OF BORING AT 25.0 FT 811_
30— 806—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 21.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-06 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659077.8 1338879.2 831.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV t~ } w Z \ ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q LU w m _ RQD
aN a , w —REC
fl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
- \Topsoil Thickness[1.00"] -
(MH FILL) ELASTIC SILT,contains slight - 1-2-6
S 1 SS 18 18 roots, rock fragments,and mica, reddish — (8) R08
brown, moist,firm
(MH) Residuum, ELASTIC SILT, reddish _ 3_5_6
-- S-2 SS 18 18 brown„slightly wet to moist,stiff - (11) *11
5 826—
_ 5-5-6
_ S-3 SS 18 18 — (11) 411
— — 7-6-8
S-4 SS 18 18 - (14) *14
10 821—
(ML)SANDY SILT, orangish light brown,
— moist,stiff to very stiff -
8-5-8
S-5 SS 18 18 - (13) *13
15 816—
8-7-9
S-6 SS 18 18 - (16) '7'4+6
20 811—
- 10-10-9
S-7 SS 18 18 - 0.9) -4,9
25 END OF BORING AT 25 FT 806—
30— 801—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 20.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-07 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659062.8 1339136.4 829.00
Plastic Limit Water Content Liquid Limit
co w z -Z H X • A
d w
LV t~ } w Z . ®STANDARD PENETRATION BLOWS/FT
I w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d 8 Lu Q < m _ RQD
aN a , w —REC
v) vl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
\Topsoil Thickness[2.50"] J -
(ML) Residuum,SANDY SILT,contains - 2-6-9
_ S-1 SS 18 18 slight mica,orangish brown,moist,stiff — (15) P'15
— — 2-7-7
S-2 SS 18 18 - (14) 414
5 - 824—
(ML)SANDY SILT,light gray,slightly wet, —
S-3 SS 18 18 stiff - 4-5-6
(ML)SANDY SILT,contains slight mica,
S-4 SS 18 18 orangish brown to grayish brown,moist, — 3-5-5 10
(10) �'
10 stiff 819—
3-4-7
S-5 SS 18 18 - (11) oil
15 814—
S-6 SS 18 18 - (3) *13
20 809—
4-4-5
S-7 SS 18 18 (9) 09
25 END OF BORING AT 25.0 FT 804—
30— 799—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 19.00
Y WL(Completion) 19.00 BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-08 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
659005.6 1338437.6 834.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
F w cc DESCRIPTION OF MATERIAL0
ROCK QUALITY DESIGNATION&RECOVERY
0 d a d 8 Lu Q < m _ RQD
aN a , w —REC
v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
\Topsoil Thickness[1.50"] i r I -
(MH) Residuum, ELASTIC SILT,with sand, - 4-6-8
_ S-1 SS 18 18 contains slight mica and rock fragments, — (14) ''14
reddish brown, moist,stiff
S-2 SS 18 18 — 3-5-76
- (12) °'12 26*432 X a
[71.3%]
5 829—
_ 3-6-6
_ S-3 SS 18 18 — (12) *12
(MH) ELASTIC SILT,contains slight mica,
- 5-7-9
- S-4 SS 18 18 reddish brown, moist,very stiff _ (16) *16
10 824—
L I I =
(CL) LEAN CLAY,orangish light brown, ,•'
— moist,very stiff `' -
S-5 SS 18 18 6-8-10
/// - (1$) '''18
15 819—
i/
— r'i -
-
r
- 6-9-10
S-6 SS 18 18 - (19) 'his
20 i;�,•'`. 814-
- -
- r r ! —
,
(ML)SANDY SILT, orangish light brown, -
moist,very stiff
- 7-10-10
S-7 SS 18 18 _ (20) ..20
25 END OF BORING AT 25.0 FT 809
30— 804—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 17.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-09 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658990.4 1338715.2 827.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV t~ } w Z \ ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q LU w m _ RQD
aN a , w —REC
v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[1.00"] /i//. -
(CL) Residuum, LEAN CLAY,trace sand, ' /! -
S-1 SS 18 18 ;�;'/' 4-6-9 P�
contains slight mica and rock fragments, — (15) 15
/i •
orangish light brown, moist,stiff %r r
(SC)CLAYEY SAND,contains slight mica r:/: - 4-5-9
- S-2 SS 18 18 and rock fragments,gray, moist, medium I'•F/`' (14) 4/14
5 dense 822—
(ML)SANDY SILT,contains mica and rock —
z-4a
_ S-3 SS 18 18 fragments,orangish brown to grayish — (11) ''11
brown,slightly wet,stiff to firm—
— — 2-4-4
S-4 SS 18 18 - (8) *8
10 817—
3-3-7
S-5 SS 18 18 - (10) 410
15 812—
— _ —
(SM)SILTY SAND,grayish brown, moist, i -
loose to medium dense
= 3_3_5
S-6 SS 18 18 •
(8) *8
20 807—
•
•
•
•
4-5-8
S 7 SS 18 18 (13) 0,3
25 END OF BORING AT 25.0 FT 802
30— 797—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 17.00
Y WL(Completion) 17.00 BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-10 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658971.0 1339029.1 822.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
I w cc DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d OV Q <Lu 0 RQD
aN a , w —REC
v)
0 CALIBRATED PENETROMETER TON/SF
/T [FINES CONTENT]%
\Topsoil Thickness[1.00"] '_ 1
(MH) Residuum,SANDY ELASTIC SILT, 2-4-4 30
S 1 SS 18 18 contains slight roots and wood pieces, — (8) '0R 2276 X [54.5%] S
red to brownish red, moist,firm
_ _ 2-3-5
S-2 SS 18 18 - (8) *8
5 - 817—
(ML)SANDY SILT,trace clay,contains —
_ S-3 SS 18 18 slight mica, brownish red to yellowish _ (IA)4-5- *
11) »
brown, moist,stiff -
_ _ 5-6-7
S-4 SS 18 18 - (13) °`13
10 812-
- I —
(ML)SANDY SILT,contains mica, reddish— brown to brownish red, moist,stiff to
very stiff — 6-6-7 ,;
S S SS 18 18 - (13) 13
15 807—
8-9-10
S-6 SS 18 18 - (19) *19
20 802—
8-10-10
S-7 SS 18 18 (20) 'D20
25 END OF BORING AT 25.0 FT 797 -
30— 792—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 21.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-11 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658958.9 1339271.5 824.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
F w cc DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
w d a d OV Q <Lu 0 _ RQD
aN a , w _ —REC
fl v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[2.00"]
I.(MH FILL) ELASTIC SILT,trace sand, 1-3-4
S 1 SS 18- 18 contains roots and rock fragments, - (7) 4- , reddish brown, moist,firm
(MH) Residuum, ELASTIC SILT,contains _ 1-3-3
- S-2 SS 18 18 rock fragments, reddish brown, moist, - (6) "6
5 firm 819-
(ML)SANDY SILT,orangish light brown, -
S-3 SS 18 18 3-3-5(8
_ moist,firm to stiff - (s) *s
2-4-7
- S-4 SS 18 18 - (11) *11
10 814-
3-6-9
S-S SS 18 18 - (15) 4415
15 809-
-
(ML)SANDY SILT,contains slight mica, -
reddish brown, moist,very stiff
5-6-10
S-6 SS 18 18 - (16) 4'16
20 804-
4-6-10
S-7 SS 18 18 - (16) ''16
25 END OF BORING AT 25.0 FT 799
30- 794-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 22.00
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-12 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658887.5 1338576.9 823.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV [7-; } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL0
ROCK QUALITY DESIGNATION&RECOVERY
w d a d OV Q <Lu m _ RQD
aN a i w _ —REC
fl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[1.00 ] r7
(CH) Residuum, FAT CLAY with sand °
ill) 1-3-4 27. 5�y
_ S-1 SS 18 18 contains mica, reddish brown,moist, ,r// — (7) 27:4 [74.2°oa
— •,ad : -
firm to stiff .j// —
+6//;
S-2 SS 18 18 + a a — 2-3-3
/// - (6)
5 1th 818—
- /:/ -
S-3 SS 18 18 //: 4-5-8
+••':/ — (13) 13
_ r�,,/ -
(MH) ELASTIC SILT, contains mica,
S-4 SS 18 18 reddish brown, moist,firm — 3-4)4
10 END OF BORING AT 10 FT 813_
15— 808-
20— 803—
25— 798—
30— 793—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 8.50
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-13 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION In
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658862.0 1338894.3 812.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
if t~ } w Z LC) ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d CC
Q LU w m _ RQD
aN a ?j w -REC
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[1.00"] / —
-
(ML) Residuum,SANDY SILT,contains 2-5-5
_ S-1 SS 18 18 slight mica,orangish brown,moist,stiff — (10) to
(SC)CLAYEY SAND,contains rock
S-2 SS 18 18 fragments,orangish light brown, moist, - 4-6
(13) 13
5 medium dense 807—
_ 6-9-10
S 3 SS 18 18 - — (19) 19
(SM)SILTY SAND, contains rock
S 4 SS 18 18 fragments, orangish light brown, moist, — 6-10-12(22) 22
10 \zedium dense / 802—
END OF BORING AT 10 FT
15— 797—
20— 792—
25— 787-
30— 782—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 7.50
Y WL(Completion) GNE BORING
Mar 17 2022 HAMMER TYPE: Auto
7 WL(Seasonal High Water)
COMPLETED:
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-14 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658868.0 1339186.2 816.00
cc Plastic Limit Water Content Liquid Limit
m w z z H X • A
d w
LV t~ } w Z LC) ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d OV Q Lu w m _ RQD
aN a , w —REC
fl vl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
\Topsoil Thickness[1.00"] I -
(CL FILL) LEAN CLAY, reddish brown, 3-6-8
S 1 SS 18 18 II moist,stiff _ (14) ,4
(ML) Residuum,SANDY SILT, contains -
S-2 SS 18 18 rock fragments, light brown,slightly wet, — 6-6-6
(12) 12
5 stiff 811—
(CL) LEAN CLAY,trace sand,contains —
_ S-3 SS 18 18 slight rock fragments,orangish white, ;' ','', — 7-6-9)
15
moist,stiff to very stiff r : -
i —
; r ,
S-4 SS 18 18 ,• 7-6-11
- (17) 17
10 END OF BORING AT10FT 806_
15— 801—
20— 796-
25— 791-
30— 786—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 9.00
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-15 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658716.4 1338449.7 819.00
Plastic Limit Water Content Liquid Limit
co w z -Z H X • A
d w
LV t~ } w Z \ ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
0 d a d OV Q Lu w m - RQD
aN a , w —REC
fl vl
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
\Topsoil Thickness[1.50"] /JF ,i.. -
(CL) Residuum, LEAN CLAY,trace sand, ,i�/ `: 4-4-8
S 1 SS 18 18 contains rock fragments,orangish I/:• — (12) '0tz
brown, moist,stiff /.% / —
_ •
(SC)CLAYEY SAND,contains rock f;F':/
• _i! 4-12-10
S-2 SS 18 18 fragments, orangish brown, moist, 1'F`` 22) '.422
5 _ medium dense i. := 814—
(SM)SILTY SAND,contains mica, brown —
_ S-3 SS 18 18 to orangish brown,moist to wet, loose to — 2-2-5
very loose _
S-4 SS 18 18 — 1(2)2
. (4) IN
10 809-
- • Q -
2E _
(SM)SILTY SAND, contains mica and rock : i -
fragments, dark brown,wet, medium - _
•
dense 19-9-5
S S SS 18 18 - (14) ''14
15 804—
•
•
••
_ 5-10-12
S-6 SS 18 18 - (22) '4.'422
20 END OF BORING AT 20.0 FT 799
25— 794-
30— 789—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 11.50 BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 12.00
Y WL(Completion) 12.50 BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) 12.00 CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-16 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION IIID
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658565.9 1338543.6 815.00
Plastic Limit Water Content Liquid Limit
co w z z H X • A
d w
LV In } w Z . ®STANDARD PENETRATION BLOWS/FT
F w cc DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
LUd a d 0 LU I- < m RQD
aN a , w _ —REC
V) V)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]St
\Topsoil Thickness[1.00"] [IP
(CL) Residuum, LEAN CLAY,contains ' r/ —
2-2-a
S 1 SS 18 18 //i ��
mica, light brown, moist,firm ///' — (6) 6
_
(CL) LEAN CLAY,contains rock fragments,
4-8-8
_ S-2 SS 18 18 light brown, moist,very stiff -`r!
(16) Cli6
5 810—
(SM)SILTY SAND,trace clay,contains —
_ S-3 SS 18 18 rock fragments,gray,moist, medium _ 1-2-3 s
(5) �'
dense to loose
(ML)SANDY SILT, light brown and white,
S-4 SS 18 18 moist,firm — 1(5)3
10 805—
1 _
(SM)SANDY SILT,contains mica,dark -
brown to orangish brown,wet,stiff to 4 -
3-6-8
S S SS 18 18 firm _ (14) 414
15 800-
-
2-3-4
S-6 SS 18 0 - (7) q
20 795—
6-5-7
S-7 SS 18 12 (12) :112
25 END OF BORING AT 25.0 FT 790
30— 785—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) 13.50 BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 12.00
Y WL(Completion) 17.50 BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) 11.00 CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

CLIENT: PROJECT NO.: BORING NO.: SHEET:
Crescent Acquisitions,LLC 08:15050 B-17 1 of 1
PROJECT NAME: DRILLER/CONTRACTOR:
FiSi
Finger Mill Industrial Capital Drilling Inc.
SITE LOCATION:
LOSS OF CIRCULATION MD
3075 Finger Mill Road,Lincolnton,North Carolina 28092
NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING '
658651.9 1338601.4 815.00
Plastic Limit Water Content Liquid Limit
co w z -Z H X • A
d w
LV [7-; } w Z . ®STANDARD PENETRATION BLOWS/FT
F w DESCRIPTION OF MATERIAL ROCK QUALITY DESIGNATION&RECOVERY
w d a d OV Q <Lu m _ RQD
aN a ?j w -REC
v)
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT]%
\Topsoil Thickness[1.00"] / -
(ML) Residuum,SANDY SILT, contains - 1-3-3
S 1 SS 18 18 slight rock fragments, orangish brown, — (6) °6
moist,firm
1-4-3
- S-2 SS 18 18 - (7)
5 - 810—
(ML)SANDY SILT,contains mica and rock —
_ S-3 SS 18 18 fragments,yellowish gray to grayish -9
_ 4-- (14) ''ta
brown, moist,stiff -
2-4-4
- S-4 SS 18 18 - (8) *8
10 805—
3-3-7
S-S SS 18 18 - (10) '1'10
15 800—
4-5-8
S-6 SS 18 18 - (13) ''13
20 END OF BORING AT 20 FT 795
25— 790-
30— 785—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL
SZ WL(First Encountered) GNE BORING STARTED: Mar 17 2022 CAVE IN DEPTH: 18.00
Y WL(Completion) GNE BORING
7 WL(Seasonal High Water)
COMPLETED: Mar 17 2022 HAMMER TYPE: Auto
EQUIPMENT: LOGGED BY:
2Z WL(Stabilized) CME-550 BWR DRILLING METHOD: H.S.A.2.25
GEOTECHNICAL BOREHOLE LOG

Appendix C — Laboratory Testing
Laboratory Testing Summary

Laboratory Testing Summary
Atterberg Limits **Percent Moisture-Density CBR(%)
Sample Location Sample Depth AMC Soil Passing #Organic
Number (feet) (%) Type No. 200 <Maximum <Optimum Content(%)
LL PL PI 0.1 in. 0.2 in.
Sieve Density(pcf) Moisture(%)
B-01 S-2 3.5-5 15.5 MH 64 34 30 75.1
B-04 S-1 1-2.5 26.1 CH 61 30 31 65.9
B-08 S-2 3.5-5 26.4 MH 60 32 28 71.3
B-10 S-1 1-2.5 22.6 MH 54 30 24 54.5
B-12 S-1 1-2.5 27.4 CH 56 27 29 74.2
Notes: See test reports for test method,AASTM D2216-19,"ASTM D2488,"*ASTM D1140-17,#ASTM D2974-20e1 <See test report for D4718 corrected
values
Definitions: MC:Moisture Content,Soil Type:USCS(Unified Soil Classification System), LL:Liquid Limit, PL:Plastic Limit,PI:Plasticity Index,CBR:California
Bearing Ratio,OC:Organic Content
-
Project: Finger Mill Industrial Project No.: 08:15050
Client: Crescent Acquisitions, LLC Date Reported: 4/05/2022
Office/Lab Address Office Number/Fax
1812 Center Park Drive [phone]
ECS Southeast LLP - Charlotte Suite D
Charlotte, NC 28217 [phone]

Appendix D — Supplemental Documents
Other Supplemental Documents

ECS SOUTHEAST, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
NC Registered Geologists Firm C-553
SC Registered Engineering Firm 3239
March 21, 2022
Mr. Bryan Blythe
Crescent Acquisitions, LLC
601 South Tryon Street, Suite 800
Charlotte, North Carolina 28202
Reference: Seasonal High Water Table Determination
Finger Mill Industrial
Lincolnton, Lincoln County, North Carolina
ECS Project No: 49:16558
Dear Mr. Blythe:
ECS Southeast, LLP (ECS) is pleased to submit this report of the Seasonal High Water Table Determination
(SHWT) for the Finger Mill Industrial site in Lincolnton, Lincoln County, North Carolina. This report
summarizes our findings for the site.
PROJECT UNDERSTANDING
The subject site is located south of 3099 Finger Mill Road in Lincolnton, Lincoln County, North Carolina.
Based on our review of available aerial imagery, the southern portion of the site appears is partially
wooded. Based on our review of the provided site plan, ECS understands the proposed development will
include the construction of a new 174,720 square-feet industrial building and associated parking/drive
areas. A stormwater management pond is planned in the southwestern portion of the site.
The proposed Geotechnical Boring Plan, was utilized as a background for the attached Figure 1. The soil
investigation was conducted by reviewing split spoons during the Geotechnical drilling operations.
SCOPE OF SERVICES
ECS conducted a study/investigation of the soils to identify the depth of the seasonal high water table, if
present. The properties and characteristics of the soils retrieved from the boring were observed and
recorded in field notes.The properties include texture, depth,the presence of restrictive horizons, depth to
seasonal high water table, coarse fragments, etc. The assessment was conducted in accordance with
current soil science practices and technology.
SEASONAL HIGH WATER TABLE STUDY
Below is a summary of the soils retrieved from the borings.
SHWT B — 15 — The surface layer to a depth of approximately 3 inches below ground surface (bgs) was
brown sandy loam with weak, fine, granular structure. The consistence was non-sticky, non-plastic, and
friable. The sub-surface layer from approximately 3 inches to approximately 12 inches bgs was brown clay
with moderate, medium, sub-angular blocky structure. The consistence was slightly sticky, slightly plastic,
and firm. The sub-surface layer from approximately 12 inches to approximately 60 inches bgs was brown
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • F: 704-357-0023 • www.ecslimited.com
ECS Capitol Services,PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest,LLC • ECS Southeast,LLP • ECS Southwest,LLP

SHWT Study
Finger Mill Industrial March 21,2022
Lincoln ton,Lincoln County,North Carolina Page 2
ECS Project No.49:16558
and yellow clay with moderate, medium, angular blocky structure. The consistence was very sticky, very
plastic, and very firm. The sub-surface layer from approximately 60 inches to approximately 75 inches bgs
was brown sandy clay loam with weak, fine, angular blocky structure. The consistence was sticky, plastic,
and firm. The sub-surface layer from approximately 75 inches to approximately 240 inches ("20 feet) bgs
was multi-colored sandy clay loam to sandy loam saprolite.
SHWT B — 16 — The surface layer to a depth of approximately 6 inches bgs was brown sandy loam with
weak, fine, granular structure. The consistence was non-sticky, non-plastic, and friable. The sub-surface
layer from approximately 6 inches to approximately 20 inches bgs was brown clay with moderate, medium,
sub-angular blocky structure. The consistence was sticky, plastic, and firm. The sub-surface layer from
approximately 20 inches to approximately 80 inches bgs was gray sandy clay with moderate, medium,
angular blocky structure.The consistence was very sticky, very plastic, and very firm. The sub-surface layer
from approximately 80 inches to approximately 90 inches bgs was brown sandy clay loam with weak, fine,
angular blocky structure. The consistence was sticky, plastic, and firm. The sub-surface layer from
approximately 90 inches to approximately 240 inches (^20 feet) bgs was multi-colored sandy clay loam to
sandy loam saprolite.
FINDINGS
SHWT B— 15 — Indicators of SHWT were identified at a depth of approximately 12 inches bgs. Free water
was encountered at approximately 11.5 feet bgs during drilling. Water was measured at approximately 12.5
feet at termination of the boring. A potential restrictive horizon, consisting of poor soil structure and
expansive mineralogy was noted from approximately 12 inches bgs to approximately 75 inches bgs.
SHWT B— 16— Indicators of SHWT were identified at a depth of approximately 23 inches bgs. Free water
was encountered at approximately 13.5 feet bgs during drilling. Water was measured at approximately 17.5
feet at termination of the boring. A potential restrictive horizon, consisting of poor soil structure and
expansive mineralogy was noted from approximately 20 inches bgs to approximately 80 inches bgs.
The type of stormwater management facility designed is based on the depth of the SHWT or confining layer.
The information above may be potentially utilized to determine the type of stormwater management
facility best suited for this site according to the most recent version of the North Carolina Division of Water
Quality Stormwater Best Management Practice Manual.

SHWT Study
Finger Mill Industrial March 21,2022
Lincolnton,Lincoln County,North Carolina Page 3
ECS Project No.49:16558
CLOSING
ECS is pleased to offer our professional services and look forward to assisting in any of your site analysis
needs in the future. If you have any questions or require further assistance, please contact us at 704-525-
5152.
Respectfully,
ECS SOUTHEAST,LLP
Jonathan Grubb W. Brandon Fulton, LSS, PSC, PWS
Assistant Project Manager Environmental Principal
[e-mail] [e-mail]
919-861-9910 704-525-5152
Attachment: Figure 1—SHWT Boring Location Map
/".;00 S°11SC
(//1, NNDo `�ti,,�►
4 ots ue ►>,�4

sat . . ,L.1 . ! ■ ■ • • a tii
Legend - -
F MI
= SHWT Boring Location
lir
AB� B 3B_4 �V ID III Client:
B-rJ R M. CRESCENT
�-+� ACQUISITIONS, LLC
B-A Q B 9 B-110 B-�� Project:
D o v FINGER MILL
SHWT B-15 INDUSTRIAL
. <4,� , B 1�2 8-1�3 �- A LINCOLNTON,
to• LINCOLN COUNTY,
;_ _ NORTH CAROLINA
•• 4 it . k i
- Title:
) '� ,�
• B-'�.� ,c SEASONAL HIGH
. Au WATER TABLE
• Y !fi4 B-1 O • . . y ,. - 11'. 1' I STUDY
?-16 Ii.
,try, .t^l■�■■ IA �►��r�1
+�� .?try/►�r +��j►� '~
r '�, fi - ' SHWT B-16 - , 40 - . , rr
:1 fir �'
0. _ LINCOLN COUNTY,
• NORTH CAROLINA
Drawn By: Checked By:
JDG WBF
Approved By: Date:
WBF 03/10/22
ECS Project No:
49:16558
th
FIGURE 1

Appendix E — Other Information
Other Information

Important Information about This
(-- Geotecbnical-[ngineering
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA) Typical changes that could erode the reliability of this report include
has prepared this advisory to help you—assumedly those that affect:
a client representative—interpret and apply this • the site's size or shape;
geotechnical-engineering report as effectively • the function of the proposed structure,as when it's
as possible. In that way, clients can benefit from changed from a parking garage to an office building,or
a lowered exposure to the subsurface problems from a light-industrial plant to a refrigerated warehouse;
• the elevation,configuration,location,orientation,or
that,for decades, have been a principal cause of weight of the proposed structure;
construction delays, cost overruns, claims, and • the composition of the design team;or
disputes. If you have questions or want more • project ownership.
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer. As a general rule,always inform your geotechnical engineer of project
Active involvement in the Geoprofessional Business changes-even minor ones-and request an assessment of their
Association exposes geotechnical engineers to a impact.The geotechnical engineer who prepared this report cannot accept
wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical
be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise
construction project. would have considered.
This Report May Not Be Reliable
Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it:
Specific Purposes, Persons, and Projects • for a different client;
Geotechnical engineers structure their services to meet the specific • for a different project;
needs of their clients.A geotechnical-engineering study conducted for a different site(that may or may not include all or a
for a given civil engineer will not likely meet the needs of a civil- portion of the original site);or
works constructor or even a different civil engineer.Because each • before important events occurred at the site or adjacent
geotechnical-engineering study is unique,each geotechnical- to it;e.g.,man-made events like construction or
engineering report is unique,prepared solely for the client.Those who environmental remediation,or natural events like floods,
rely on a geotechnical-engineering report prepared for a different client droughts,earthquakes,or groundwater fluctuations.
can be seriously misled.No one except authorized client representatives
should rely on this geotechnical-engineering report without first Note,too,that it could be unwise to rely on a geotechnical-engineering
conferring with the geotechnical engineer who prepared it.And no one report whose reliability may have been affected by the passage of time,
-not even you-should apply this report for any purpose or project except because of factors like changed subsurface conditions;new or modified
the one originally contemplated. codes,standards,or regulations;or new techniques or tools.If your
geotechnical engineer has not indicated an`apply-by"date on the report,
Read this Report in Full ask what it should be,and,in general,if you are the least bit uncertain
Costly problems have occurred because those relying on a geotechnical- about the continued reliability of this report,contact your geotechnical
engineering report did not read it in its entirety.Do not rely on an engineer before applying it.A minor amount of additional testing or
executive summary.Do not read selected elements only.Read this report analysis-if any is required at all-could prevent major problems.
in full.
Most of the "Findings" Related in This Report Are
You Need to Inform Your Geotechnical Engineer Professional Opinions
about Change Before construction begins,geotechnical engineers explore a site's
Your geotechnical engineer considered unique,project-specific factors subsurface through various sampling and testing procedures.
when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at
confirmation-dependent recommendations the report conveys.A few those specific locations where sampling and testing were performed.The
typical factors include: data derived from that sampling and testing were reviewed by your
• the client's goals,objectives,budget,schedule,and geotechnical engineer,who then applied professional judgment to
risk-management preferences; form opinions about subsurface conditions throughout the site.Actual
• the general nature of the structure involved,its size, sitewide-subsurface conditions may differ-maybe significantly-from
configuration,and performance criteria; those indicated in this report.Confront that risk by retaining your
• the structure's location and orientation on the site;and geotechnical engineer to serve on the design team from project start to
• other planned or existing site improvements,such as project finish,so the individual can provide informed guidance quickly,
retaining walls,access roads,parking lots,and whenever needed.
underground utilities.

This Report's Recommendations Are perform their own studies if they want to,and be sure to allow enough
Confirmation-Dependent time to permit them to do so.Only then might you be in a position
The recommendations included in this report-including any options to give constructors the information available to you,while requiring
or alternatives-are confirmation-dependent.In other words,they are them to at least share some of the financial responsibilities stemming
not final,because the geotechnical engineer who developed them relied from unanticipated conditions.Conducting prebid and preconstruction
heavily on judgment and opinion to do so.Your geotechnical engineer conferences can also be valuable in this respect.
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction.If through observation your Read Responsibility Provisions Closely
geotechnical engineer confirms that the conditions assumed to exist Some client representatives,design professionals,and constructors do
actually do exist,the recommendations can be relied upon,assuming not realize that geotechnical engineering is far less exact than other
no other changes have occurred.The geotechnical engineer who prepared engineering disciplines.That lack of understanding has nurtured
this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments,delays,
dependent recommendations if you fail to retain that engineer to perform cost overruns,claims,and disputes.To confront that risk,geotechnical
construction observation. engineers commonly include explanatory provisions in their reports.
Sometimes labeled"limitations;'many of these provisions indicate
This Report Could Be Misinterpreted where geotechnical engineers'responsibilities begin and end,to help
Other design professionals'misinterpretation of geotechnical- others recognize their own responsibilities and risks.Read these
engineering reports has resulted in costly problems.Confront that risk provisions closely.Ask questions.Your geotechnical engineer should
by having your geotechnical engineer serve as a full-time member of the respond fully and frankly.
design team,to:
• confer with other design-team members, Geoenvironmental Concerns Are Not Covered
• help develop specifications, The personnel,equipment,and techniques used to perform an
• review pertinent elements of other design professionals' environmental study-e.g.,a"phase-one"or"phase-two"environmental
plans and specifications,and site assessment-differ significantly from those used to perform
• be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study.For that reason,a geotechnical-
guidance is needed. engineering report does not usually relate any environmental findings,
conclusions,or recommendations;e.g.,about the likelihood of
You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants.
report.Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project
prebid and preconstruction conferences and to perform construction failures.If you have not yet obtained your own environmental
observation. information,ask your geotechnical consultant for risk-management
guidance.As a general rule,do not rely on an environmental report
Give Constructors a Complete Report and Guidance prepared for a different client,site,or project,or that is more than six
Some owners and design professionals mistakenly believe they can shift months old.
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation.To help prevent Obtain Professional Assistance to Deal with Moisture
the costly,contentious problems this practice has caused,include the Infiltration and Mold
complete geotechnical-engineering report,along with any attachments While your geotechnical engineer may have addressed groundwater,
or appendices,with your contract documents,but be certain to note water infiltration,or similar issues in this report,none of the engineer's
conspicuously that you've included the material for informational services were designed,conducted,or intended to prevent uncontrolled
purposes only.To avoid misunderstanding,you may also want to note migration of moisture-including water vapor-from the soil through
that"informational purposes"means constructors have no right to rely building slabs and walls and into the building interior,where it can
on the interpretations,opinions,conclusions,or recommendations in cause mold growth and material-performance deficiencies.Accordingly,
the report,but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer's recommendations
times,locations,and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration.Confront
constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold
including options selected from the report,only from the design specialists on the design team.Geotechnical engineers are not building-
drawings and specifications.Remind constructors that they may envelope or mold specialists.
5 GEOPROFESSIONAL
BUSINESS
t ASSOCIATION
Telephone:[phone]
e-mail:[e-mail] wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission
of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind.Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent