SW3240205_Soils/Geotechnical Report_20240307

REPORT OF LIMITED SUBSURFACE INVESTIGATION
COURTYARDS ON THE GREENWAY
STALLINGS, UNION COUNTY, NORTH CAROLINA
Prepared for:
Epcon Communities
B § 25 YEARS OF EXCELLENCE
CONSULTING ENGINEERS
4340-G Taggart Creek Road
Charlotte, NC 28208
BOYLE Project No. 23-006
October 19, 2023
1

BoTi 25 YEARS OF EXCELLENCE 4340 Taggart Creek Road Suite G
Charlotte, NC 28208
Tel: [phone]
Fax: [phone]
www.boyleconsulting.com
N.C. License No. P-0109
October 19, 2023
VIA EMAIL:
Mr. Andy Gibbon, P.E.
Land Development Director
Epcon Communities
11020 David Taylor Drive, Suite 105
Charlotte, NC 28262
Subject: Report of Limited Subsurface Investigation
Courtyards on the Greenway
Stallings, Union County, North Carolina
BOYLE Project No. 23-006
Dear Mr. Gibbon:
As authorized by acceptance of our Proposal No. 23-006 dated September 21, 2023, Boyle
Consulting Engineers, PLLC (BOYLE) has performed a Limited Subsurface Investigation for
the subject project in Stallings, Union County, North Carolina. This report describes the
work performed, presents the data obtained, and provides our recommendations relative to
site preparation and building foundations. This report is intended for the use of Mr. Andy
Gibbon, Land Development Director, Epcon Communities. The contents of this report
should not be relied upon by any other entity without the express written consent of BOYLE.
We appreciate the opportunity to provide our professional services on this project. Please
contact us should you have any questions pertaining to this report.
Sincerely,
BOYLE CONSULTING ENGINEERS, PLLC
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David Harris, P.E. Charles G. Boyle, P.E.
Senior Engineer o fava,N ?�'e Principal
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Registered NC 041192 T,,, Registered NC 019681
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70-79-2023
Attachments

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
TABLE OF CONTENTS
PROJECT OVERVIEW 1
PROJECT INFORMATION 1
SCOPE OF WORK 1
PURPOSE OF EXPLORATION 1
FIELD EXPLORATION AND MAP RECORDS SEARCH 2
SOIL TEST BORINGS 2
MAP RECORDS SEARCH 3
SITE RECONNAISSANCE 3
LABORATORY EXAMINATION 3
SITE GEOLOGY AND SUBSURFACE CONDITIONS 3
SITE GEOLOGY 3
SOIL SURVEY 4
SOIL CHARACTERISTICS 5
ANALYSIS AND RECOMMENDATIONS 8
SITE DEVELOPMENT PRECAUTIONS 8
SUBGRADE PREPARATION 9
CONSTRUCTION GROUNDWATER CONTROL 10
FOUNDATION DESIGN 10
SHALLOW FOUNDATION CONSTRUCTION 11
ENGINEERED FILL 12
CUT AND FILL SLOPES 12
GRADE SLAB RECOMMENDATIONS 13
SOIL PERMEABILITY 13
PAVEMENT RECOMMENDATIONS 13
POSITIVE SITE DRAINAGE 14
STANDARD OF CARE 14
APPENDICES

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
PROJECT OVERVIEW
PROJECT INFORMATION
We understand that Epcon Communities is planning to develop a 49-acre site located off
Lawyers Road in Stallings, Union County, North Carolina. The approximate site location is
identified in the attached Boring Location Plan (Figure 1). Up to 104 courtyard-style single
family homes will be constructed along with a clubhouse, roadways, associated utilities, and
two stormwater detention ponds. The site is heavily wooded with trails. No grading plan has
been furnished.
As part of a potential property transaction and subsequent development, Mr. Andy Gibbon,
Epcon Companies, has requested that BOYLE perform a geotechnical exploration. We
understand that the primary purpose of geotechnical exploration is to explore the existing
subsurface conditions to provide recommendations regarding grading concerns and
foundation design and construction for the project.
The above information is based on information provided by Mr. Gibbon.
SCOPE OF WORK
The conclusions and recommendations contained in this report are based on the results of a
site reconnaissance, 48 soil test borings, visual examination of representative soil samples,
and an engineering analysis of the results with respect to the outlined project information.
PURPOSE OF EXPLORATION
The purpose of this limited subsurface investigation was to explore the soil conditions at the
site and to develop geotechnical engineering recommendations to guide in the design and
construction of the proposed townhomes. We accomplished these objectives by the
following:
1. drilling soil test borings to explore the subsurface soil conditions and collect
samples for laboratory examination, testing, and classification,
2. measuring groundwater depths, if encountered, during and after the borings are
completed to document the site groundwater conditions,
Page 1

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
3. performing an engineering/geological site reconnaissance to observe the site
conditions and detect issues that may not have been detected by the borings,
observed by the engineering technicians, or indicated by published information,
4. performing a map records search of readily available geologic, topographic and
soils information,
5. performing visual/manual examination of soil samples from the borings to
evaluate pertinent engineering properties, and
6. analyzing the field data to develop appropriate engineering recommendations and
estimate soil parameters for use by your civil and/or structural engineering team.
FIELD EXPLORATION AND MAP RECORDS SEARCH
Details of the procedures used for the field exploration are presented in Appendix D of this
report. Site specific details regarding these procedures follow.
SOIL TEST BORINGS
As proposed, BOYLE advanced 48 soil test borings at the approximate site locations shown
on the attached "Soil Test Boring Plan" (Appendix A). One boring (B-7) was eliminated from
the plan due to potential impacts on a septic field. The boring locations were selected by
Andrew Allison, Engineering Project Manager at Timmons Group, and approved by Mr.
Gibbon. The proposed boring locations were established in the field by CG2 personnel. The
boring locations shown on the "Soil Test Boring Plan" should be considered approximate.
Representative portions of the soil samples obtained were classified by an experienced
geotechnical engineer in our laboratory. The "Soil Test Boring Records" are included in
Appendix B, showing the soil descriptions, penetration resistances, and other subgrade
characteristics.
The soil test borings generally were extended to a depth of 10 to 25 feet below the existing
ground surface using a CME 550X ATV drill rig. Hollow-stem, continuous flight augers were
used to advance the test borings into the ground. Standard Penetration Tests were
performed at designated intervals in the soil test borings in general accordance with
ASTM D-1586 to obtain data for estimating soil strength and consistency. In conjunction
with the penetration testing, split-spoon soil samples were recovered for soil classification
and potential laboratory testing. Water level measurements were attempted at the
termination of drilling.
Page 2

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
MAP RECORDS SEARCH
The following map records were utilized to evaluate site groundwater and soil conditions:
• Midland, North Carolina 7.5-Minute Topographic Quadrangle, dated 2022,
published by the USGS; and
• On-Line Soil Survey, Union County, North Carolina, data dated Oct. 5, 2023,
published by the US Department of Agriculture.
SITE RECONNAISSANCE
Prior to our field exploration, boring locations were laid out and access cleared by CG2; a
site reconnaissance was later performed by our Mr. David Harris, P.E. The project site is
located on the south side of Lawyers Road and northwest of Hawthorne Drive in Stallings,
NC. The site is 49-acres of undeveloped land located along the border between
Mecklenburg and Union County.
LABORATORY EXAMINATION
Representative soil samples were selected and examined in our laboratory to check field
classifications and to determine pertinent engineering properties. An experienced staff
professional classified each soil sample based on texture and plasticity in accordance with
the Unified Soil Classification System (USCS). A brief explanation of the USCS is included
with this report. The soil engineer grouped the various soil types into the major strata
noted on the "Soil Test Boring Records". The stratification lines designating the interfaces
between earth materials on the "Soil Test Boring Records" are approximate; in situ, the
transitions may be gradual.
SITE GEOLOGY AND SUBSURFACE CONDITIONS
SITE GEOLOGY
The project site is in the generally rolling terrain of the Piedmont Physiographic Province of
North Carolina. The bedrock underlying the site is reported to be metamorphosed granitic
rock. This published information was confirmed by our observations of the soil samples of
residual soil. Additional details of regional geology relative to the site area are presented in
Appendix C. The Piedmont of NC generally consists of low, rounded hills and long rolling
(northeast to southwest trending) ridges with incised creeks and river channels. Based on
the geologic map, the site is in the Charlotte Belt geologic province.
Page 3

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
In-place chemical and physical weathering of parent rocks typically form residual soils in
this geologic region. In areas not altered by erosion, alluvial deposition or the activities of
man, the typical residual soil profile consists of clay-rich unconsolidated materials,
transitioning to sandy silts and silty sands that generally become increasingly consolidated
with depth. The boundary between soil and rock typically is not sharply defined. The
transitional zone is termed "partially weathered rock". Partially weathered rock is defined,
for engineering purposes, as residual material with Standard Penetration Resistances
(i.e. N-values) more than 100 blows per foot (bpf). Weathering is facilitated by fractures,
joints, and less resistant materials in the rock. Consequently, the profile of the partially
weathered rock and hard rock is quite irregular and erratic, even over short horizontal
distances. Also, it is common to find lenses and boulders of hard rock and zones of partially
weathered rock within the soil mantle, well above the general bedrock level.
SOIL SURVEY
The soils in the Piedmont Physiographic Province typically consist of residuum (weathered
in-place soils) derived from the underlying parent bedrock. According to the Union County
Soil Surveys (http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx), the soils
underlying the site consist mainly of BaB, Badin channery silt loam, 2 to 8 percent slopes;
CmB, Cid channery silt loam, 1 to 5 percent slopes; ScA, Secrest-Cid complex, 0 to 3
percent ssllo)pes; and TaB, Tarrus gravelly silt loam, 2 to 8 percent slopes.
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Page 4

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
SOIL CHARACTERISTICS
Detailed information for each boring location is shown on the "Soil Test Boring Records"
included in Appendix B. The descriptions below provide a general summary of the subsurface
conditions encountered.
Surficial: Up to about 10 inches of topsoil/ root mat was encountered at each of the boring
locations. Surficial Organic Soil is typically a dark-colored soil material containing roots,
fibrous matter, and/or other organic components, and is generally unsuitable for
engineering purposes. BOYLE has not performed any laboratory testing to determine the
organic content or other horticultural properties of the observed surficial organic soils.
Therefore, the phrase "surficial organic soil" is not intended to indicate suitability for
landscaping and/or other purposes. The surficial organic soil depths provided in this report
and on the individual "Boring Logs" are based on observations of field personnel and should
be considered approximate. Please note that the transition from surficial organic soils to
underlying materials may be gradual, and therefore the observation and measurement of
the surficial organic soil depth is subjective. Actual surficial organic soil depths should be
expected to vary and generally increases with the amount of vegetation which was present
over the site.
Alluvium: Water deposited (i.e. alluvial) soils were not encountered.
Residuum: Residual soils were encountered at various depths at each boring location and
extended to the boring termination depths. The residual soils generally consisted of stiff- to
hard low plasticity silts and clay (ML, CL-ML). Blow counts (N-Values) in the residual soils
ranged from 9 to 100 bpf.
Unsuitable Soils: Unsuitable clays or silts were not encountered in the borings.
Groundwater Conditions: Groundwater at time and after drilling was not encountered in the
borings during this study. Groundwater was measured more than 24 hours after drilling to
boring depths. Groundwater levels tend to fluctuate with seasonal and climatic variations, as
well as with some types of construction operations.
Page 5

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
Estimated Seasonal High-Water Table (ESHWT)
During October 3-5, 2023, CG2 Exploration performed soil test borings in the proposed wet
ponds and installed piezometers (PVC Casing) for measurement of ESHWT. The
approximate boring locations (identified as B-31, B-32, B-33, and B-34) are shown on the
attached Figure 1 - "Soil Test Boring Plan." Epcon Communities (Client) provided BOYLE a
site plan and boring location map on September 14, 2023, that indicates the proposed wet
pond locations. Timmons Group (Civil Designer for Epcon) provided elevations of the current
ground elevations as well as those of the bottom of the proposed wet pond.
According to this information, the bottom of the eastern wet pond will be 621 +/- ft-msl or
approximately 11 feet below existing ground elevation at Boring B-34, and the bottom of
the western, larger wet pond will be 619 +/- ft-msl or approximately 5 to 9 feet below
existing ground elevations at Borings B-31 through B-33. The borings were located by CG2
Exploration using survey equipment.
The Estimated Seasonal High-Water Table (ESHWT) indicators were not encountered within
the depth excavated during this study. The ESHWT is defined as a change in the color of
the soil layer due to water staining (typically, gray redoximorphic depletions and mottling).
Spots or blotches of different color or shades of color interspersed with a dominant color in
soil, commonly referred to as mottling. Mottling is a historic indication for the presence of
ground water caused by intermittent periods of saturation and drying and may be indicative
of poor aeration and impeded drainage. Mottling is a "general indication of historic
groundwater" flow through a layer.
BOYLE did not observe mottling in the soil stratum above the low permeable dense silty
sands and partially weathered rock (PWR) stratum. If present, Perched water conditions
differ from the "true" or "permanent" water table. A perched water table is water standing
above an unsaturated zone and is often influenced by soil conditions, and occurrence of less
permeable soils. Where the ESHWT is defined as the shallowest depth to a wet soil layer
because of "true" or "permanent" groundwater at any time during the year. The BMP
designer should take into consideration that perched water conditions may exist above the
low permeable PWR stratum.
The following table summarizes the boring sampled depths and existing ground elevations.
Page 6

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
SUMMARY TABLE
GW
Boring ESHWT ESHWT Depth
Test Depth Existing Ground Elev. Depth Elev. ATD
Location (Feet) 1 (MSL) z (Feet) 1 (MSL) 2 (Feet) 1
B-31 15 628.26 +/- NE NE > 15
B-32 15 626.16 +/- NE NE > 15
B-33 15 624.30 +/- NE NE > 15
B-34 14 632.28 +/- NE NE > 14
1 Depths from existing ground surface.
2 Surveyed elevations were provided by Timmons Group design firm.
NE - Not Encountered
Partially Weathered Rock (PWR): Materials with blow counts in excess of 100 bpf were
encountered in several borings, per the table below.
Boring Range Boring Range Boring Range
B-3 10-15 B-22 10-15 B-38 2.5-5,
10-15
B-4 10-15 B-24 7.5-10 B-40 5-7.5
B-5 7.5-15 B-25 2.5-7.5, B-41 1-5,
10-15 7.5-15
B-11 10-15 B-27 2.5-15 B-42 10-15
B-12 2.5-15 B-28 5-10 B-43 5-15
B-13 2.5-5 B-29 7.5-15 B-44 2.5-5
B-14 10-15 B-30 5-10 B-45 10-15
B-15 1-5, B-31 10-15 B-46 10-15
10-15
B-16 7.5-10 B-32 7.5-15 B-47 20-23.8
B-18 5-10 B-34 10-14 B-48 10-25
B-19 5-15 B-36 5-15 B-49 5-17
B-20 7.5-10 B-37 10-14
Page 7

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
The PWR typically was sampled as silts and sandy silts with blow counts between 50/0 inch
and 50/5 inches. Since much of the PWR on the site was encountered at shallow depths,
these areas could present hard soil conditions and may require heavy equipment such as
the CAT 316 for excavation and removal of soils. The further nature and extent of these
rock conditions was beyond the scope of this investigation. Once excavation requirements
and utility inverts are known, plans should be reviewed for possible shallow rock conditions.
Test Pits may be required to determine the extent and difficulty of removing potential rock
soils/ rock.
Auger Refusal: Auger refusal was encountered prior to the planned termination depth in
boring B-30 and B-49 due to hard rock.
Fill: Fill soils were not encountered in the borings.
ANALYSIS AND RECOMMENDATIONS
SITE DEVELOPMENT PRECAUTIONS
The following items are emphasized to help identify potential problems that may arise
during the construction activities:
Unsuitable Soils: Expansive silts and clays were not identified during this exploration. These
types of unsuitable materials, if encountered, exhibit high shrink-swell potential when
exposed to water. Generally, if plastic silty clay (CH) materials are located within 3 feet of
final grades, they are not suitable for direct support of new fill or roadway construction
without remediation. These materials may be placed in deep non-structural fills or used in
landscaping berms.
Rock: Hard rock was encountered at Borings B-30 and B-49 at 10 and 17 feet, respectively.
Once grading requirements and utility inverts are known, plans should be reviewed for
possible shallow rock conditions. Test Pits may be required to determine the extent and
difficulty of removing potential rock soils/rock.
Page 8

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
Fill Soils: The residual sandy and clayey silts (ML/ML-CL) encountered in most of the
borings are suitable for reuse in engineering fills and direct support of new fill, structures,
and roadway construction.
Micaceous Soils: No micaceous soils were encountered. If encountered during construction,
fine-grained soils that have varying amounts of mica are moisture sensitive and may
present difficulties during proofrolling or may not be easily useable for engineered fill in the
wetter seasons of the year. These soils will tend to "pump" or become unstable if placed at
a moisture content exceeding optimum moisture. These fine-grained fill soils should be
dried or watered as necessary to a moisture content sufficient to achieve stability and avoid
"pumping" or "fluffing".
Partially Weathered Rock (PWR): The shallow PWR encountered in several borings may
require heavy equipment such as the CAT 316 for excavation and removal of soils. The
further nature and extent of these PWR conditions was beyond the scope of this
investigation. Once grading requirements and utility inverts are known, plans should be
reviewed for possible shallow rock conditions. Test Pits may be required to determine the
extent and difficulty of removing potential rock soils/rock.
SUBGRADE PREPARATION
Subgrade preparation should begin with demolition of any existing above and below ground
structures and stripping of topsoil, rootmat, unsuitable materials, or any other deleterious
materials from the building pads, pavement and other structural areas. After stripping and
prior to placement of new fill in areas below design grade and after rough grading is
completed in other areas, the subgrade should be proofrolled with a 25 to 35-ton, four-
wheeled, rubber-tired roller or similar approved equipment. The proofroller should make at
least four passes over each location, with the last two passes perpendicular to the first two.
Areas which wave, rut, or deflect excessively and continue to do so after several passes of
the proofroller should be undercut to firmer soils. The undercut areas should be backfilled
in thin lifts with suitable compacted fill materials in accordance with the recommendations of
this report. The proofrolling and undercutting operations should be monitored carefully by
an experienced engineering technician working under the direct supervision of the
geotechnical engineer.
Page 9

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
CONSTRUCTION GROUNDWATER CONTROL
Based on review of available topography information in relation to the series of intermittent
drainage locations we anticipate long-term groundwater levels at the site will most likely be
below the proposed excavation depths. We do not anticipate a need for groundwater
control during grading or construction at the site. Localized perched water or
stabilized groundwater may be present at the site depending on the time of year and/or
recent rainfall activity which was not detected by our borings. Please refer to Appendix C
for additional discussion regarding groundwater conditions and groundwater control
techniques in the Piedmont region. BOYLE should be contacted for recommendations if
groundwater is encountered during construction.
FOUNDATION DESIGN
Our evaluation and recommendations are based on the project information outlined
previously, and on the data obtained from the field-testing program. If the structural
loading, geometry, or proposed building locations are changed or significantly differ from
those outlined, or if conditions are encountered during construction that differ from those
encountered by the borings, BOYLE requests the opportunity to review our
recommendations based on the new information and make the necessary changes.
The footings for the proposed structures can be supported in the firm residual soils or by
newly placed, compacted and tested engineered fill (at least 95 percent of the Standard
Proctor maximum dry density per ASTM D-698). For foundations bearing in residual
materials, the maximum allowable soil bearing pressure of 3,000 psf may be used for
foundation design. For foundations bearing in engineered fill materials using onsite silts, or
existing stiff fills onsite, the maximum allowable soil bearing pressure of 3,000 psf may be
used for foundation design. As mentioned before, any unsuitable soils, if encountered
during construction, should be removed and replaced with suitable compacted and tested
engineered fill.
Footings should extend at least 14 inches below lowest adjacent finished grade for frost
protection. Isolated column footings should have a minimum width of 24 inches and
continuous formed footings should have a minimum width of 20 inches.
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Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
For a typical footing with a design bearing pressure of 3,000 psf, we anticipate maximum
foundation settlement for the proposed homes to be less than 1 inch. Differential settlements
between adjacent, similarly loaded columns typically are assumed to be on the order of one-
half of the total settlement. These expected total and differential settlements are dependent
upon proper proofrolling and surface preparation.
SHALLOW FOUNDATION CONSTRUCTION
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Foundations should be inspected by qualified personnel working under the
supervision of a geotechnical engineer. Where loose, soft, organic, or otherwise unsuitable
materials are encountered in the foundation excavations, the suspect materials should be
removed and replaced with suitable compacted fill prepared in accordance with the
recommendations of this report.
In general, the over-excavation is widened 8 inches on each side per foot of excavation that is
below the foundation bearing elevation. The depth and width of over-excavation should be
determined in consultation with the geotechnical engineer. Backfill materials should be
suitable soil, prepared and compacted in accordance with the recommendations in the
Engineered Fill section of this report.
BELOW GRADE WALLS
We recommend that any below grade walls be designed with regard to the lateral pressure
exerted by the compacted fill. No triaxial shear testing was performed on samples of the on-
site soils; therefore, the lateral earth pressure coefficients are based on a conservatively
estimated angle of internal friction for compacted backfill using the on-site soils. We
recommend lateral earth pressure coefficients of Ko=0.50 (at rest), KA=0.33 (active), and
KP=3.00 (passive) with total unit weight of 125 pounds per cubic foot (pcf) based on the soils
encountered within the upper 10 feet. A coefficient of 0.40 could be reasonably assumed for
evaluating frictional resistance to sliding at the contact between the foundation bottom and the
on-site soils.
Page 11

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
Shallow groundwater was not encountered, but if there is concern for water to potentially
collected behind the below grade walls, we recommend that a filtered vertical wall drain be
installed. Pre-manufactured vertical wall drain systems (variety of which are commercially
available) are acceptable. A filtered footing drain with a perforated pipe also should be
installed at the bottom of the walls to collect and discharge water collected by the vertical wall
drain if used.
In backfilling against the wall, care should be taken to prevent the backfill from being over-
compacted, as this could result in excessive lateral stresses against the wall. In the same
regard, heavy equipment should not be used for the compaction of the fill or operated adjacent
to the wall.
ENGINEERED FILL
Fill used for raising site grade or for replacement of material that is undercut should be
engineered fill as defined in the glossary of this report (Appendix E). Most of the sandy silts
and sands at the site appear suitable for re-use as engineered fill.
Any micaceous soils encountered are moisture sensitive and may tend to "pump" or become
unstable if placed at a moisture content exceeding optimum moisture (per ASTM D-698).
Therefore, moisture conditioning is critical to obtaining stability. The fine-grained fill soils
obtained at the site should be either dried or watered, as necessary, to a moisture content
sufficient (per ASTM D-698) to achieve stability and avoid "pumping" or "fluffing". Materials
identified for excavation and re-use should be qualified by evaluating unit weights and in-
place densities.
Engineered fill should be placed and compacted in lifts of 6 inches or less in loose thickness
and compacted to at least 95 percent of the material's Standard Proctor maximum dry
density (ASTM D-698). Fill should be placed at moisture contents between 2 percentage
points below (dry) and 3 percentage points above (wet) the material's optimum moisture
content (also based on ASTM D-698). Sufficient density tests should be performed on fill to
help verify the adequacy of the compaction levels obtained.
CUT AND FILL SLOPES
Final project "fill" slopes should be designed to be 3 (H) to 1 (V) or flatter; "cut" slopes should
Page 12

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
be designed to be 2 (H) to 1 (V) or flatter. The tops and bases of all slopes should be located
a minimum of 10 feet from structural limits and a minimum of 5 feet from pavement/sidewalk
limits. The fill slopes should be adequately compacted, as outlined herein, and all slopes (cut
or fill) should be seeded and maintained after construction.
GRADE SLAB RECOMMENDATIONS
We recommend that areas to provide support for grade slabs, engineered fill, and any
pavements be carefully inspected for soft surficial soils and proofrolled as recommended
previously in this report. Areas which wave, rut, or deflect excessively and continue to do
so after several passes of the proofroller should be undercut to firmer soils. The undercut
areas should be backfilled in thin lifts with suitable compacted fill materials. The
proofrolling and undercutting operations should be monitored carefully by an experienced
engineering technician working under the direct supervision of the geotechnical engineer.
Based on the results of our exploration and our experience with the soils in the project
vicinity, we recommend concrete slabs-on-grade be designed based on a modulus of
subgrade reaction of 100 pounds per cubic inch (pci), following proper subgrade preparation
as discussed previously in the Subgrade Preparation section of this report.
SOIL PERMEABILITY
No soil permeability testing was performed.
PAVEMENT RECOMMENDATIONS
A design CBR value of about 10% for flexible pavement should be available for subgrade
support. This value assumes that the pavement subgrade is prepared in accordance with
the recommendations outlined in this report.
Based on the provided project information, light and heavy-duty paved areas will be
required for this project. We define "light-duty" areas as areas having mostly automobile
traffic and no loaded trucks/step-up vans. We define "heavy-duty" areas as areas receiving
a heavy concentration of automobiles and loaded trucks.
Page 13

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
Our thickness analyses for flexible and rigid pavements were performed in general
accordance with the "NCDOT Pavement Design Procedure — AASHTO 1993 Method" flexible
pavement design methodology. Based on the above assumptions, we recommend the
following pavement sections over the prepared subgrade.
Pavement Sections
Pavement Material Type Thickness (in.)
Type Light-Duty Heavy Duty
Flexible Surface Type S9.5B 3 3
Intermediate Type I19.0B -- 4
ABC Stone Base 8 8
Because severe flexible pavement distress is often experienced in the vicinity of trash
dumpsters, turn and braking areas, we recommend the construction of concrete pads or
drives at such locations to limit pavement distress. These recommendations should be
reviewed with any local ordinances.
POSITIVE SITE DRAINAGE
Site grading should direct surface water away from excavations or completed foundations
during construction and after site development is completed. Positive site drainage should
be maintained along the perimeter of building and in pavement areas. Final grades should
be established to direct runoff away from building foundations. Down spouts, gutters, and
roof drains should discharge distant from building perimeters.
STANDARD OF CARE
Our evaluation of the subject site has been based on our current understanding of site
conditions, project information provided to us, our observations, and data obtained from our
exploration. If the project information is incorrect, or if project objectives are changed,
please contact us so that our recommendations can be reviewed. In addition, BOYLE should
be provided with copies of grading/erosion control plans for review. The discovery of any
site or subsurface condition during construction which deviate from data outlined in this
report should be reported to us for our re-evaluation. The assessment of site environmental
Page 14

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
conditions or the presence of pollutants in the soil, rock and groundwater of the site was
beyond the scope of this exploration. If this report is unclear or presents conflicting
recommendations, BOYLE should be notified promptly.
The analysis, conclusions, and recommendations submitted in this report are based on the
data collected at the points shown on the attached boring location plan. This report does
not reflect specific variations that may occur between test locations. The borings were
located where site conditions permitted and where it is believed representative conditions
occur, but the full nature and extent of variations between borings and of subsurface
conditions not encountered by any boring may not become evident until the course of
construction. If significant variations become evident at any time before or during the
course of construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted standard soil and
foundation engineering practices and makes no other warranties, either expressed or
implied, as to the professional advice under the terms of our agreement and included in this
report. The recommendations contained herein are made with the understanding that the
contract documents between the owner and foundation or earthwork contractor or between
the owner and the general contractor and the foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection
with foundations, piles, caissons, compacted fills and other elements of the foundation or
other support components are in place at the locations, with proper dimensions and plumb,
as shown on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed
by the limited subsurface investigation work, promptly notify the owner, both verbally to
permit immediate verification of the change, and in writing, as to the nature and extent of
the differing conditions and that no claim by the contractor for any conditions differing from
those anticipated in the plans and specifications and disclosed by the soil studies will be
allowed under the contract unless the contractor has so notified the owner both verbally and
in writing, as required above, of such changed conditions. The owner will, in turn, promptly
Page 15

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
notify this firm of the existence of such unanticipated conditions and will authorize such
further investigation as may be required to evaluate properly these conditions.
Further, it is understood that any specific recommendations made in this report as to on-site
construction review by this firm will be authorized and funds and facilities for such review
will be provided at the times recommended if we are to be held responsible for the design
recommendations.
Page 16

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX
Appendices for Geotechnical Exploration
Appendix A Soil Test Boring Plan
Appendix B Soil Test Boring Records
Unified Soil Classification
Reference Notes for Boring Logs
Appendix C Regional Geology, Soils and Groundwater
Appendix D Procedures Regarding Field Logs
Appendix E Definitions &Terminology

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX A
SOIL TEST BORING PLAN

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Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX B
SOIL TEST BORING RECORDS
UNIFIED SOIL CLASSIFICATION
REFERENCE NOTES FOR BORING LOGS

B 4340 -G Taggart Creek Rd SOIL TEST BORING B-1
Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
~. a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
uj
O _i OZ
w
10 30 50 90
l__ 0 'ij,-=77`� TOP SOIL-6 inches
---•
0.5%.•.• RESIDUUM-Very Stiff Orange Brown Sandy SILT • 17
(ML)
•
X
_�— 17
5 RESIDUUM-Stiff Light Orange Brown SILT
(ML)
/x\ 14
7.5/... RESIDUUM-Very Stiff Light Orange White Sandy SILT
_ (ML)
X 23
10 RESIDUUM-Very Stiff Yellow White SILT
(ML)
15 X • 24
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B4340 -G Taggart Creek Rd SOIL TEST BORING B-2
�i Y LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-v �_1 )- W" (blows/foot)• m0>
O _i UZ
w
10 30 50 90
,__ 0, 'i' ', TOPSOIL-8 inches ---.
--- 0.6.: RESIDUUM-Stiff Brown Orange Sandy SILT
_ (ML) 14
2.5 . • RESIDUUM-Very Stiff Light Orange Sandy SILT
(ML)
19
5 RESIDUUM-Hard Lite Tan Orange SILT
(ML)
/x\ 45
7.5....... RESIDUUM-Very Stiff Light Tan Orange Sandy SILT
(ML)
27
10 RESIDUUM-Hard Tan Brown SILT
(ML)
15 a 54
Termination at 15 feet. Initial Cave-in Depth 13.7 ft. Final
Cave-in Depth 13.6 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.B V L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-3
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v w )- >--- (blows/foot)• 110>
O _i OZ
w
10 30 50 90
-- 0, 'i' ', TOP SOIL-8 inches ---.
--- 0.6 — RESIDUUM-Stiff Light Brown Yellow SILT
(ML) 12
2.5 RESIDUUM-Stiff Light Yellow Tan SILT
(ML) �j
x 15
--5----
5 RESIDUUM-Very Stiff Light Tan SILT
(ML) \ /
/x\ 4\\N\ 17
21
- 10°Qo Tan SILT Logged as Partially Weathered Rock
)o D<
- °0C
15 0�r 100
Termination at 15 feet. Initial Cave-in Depth 13.4 ft. Final /\
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.B V L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-4
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
o v w )- >--- (blows/foot)•• m 0>
O _i OZ
w
10 30 50 90
___0 .' :` TOP SOIL-10 inches
0.8 RESIDUUM-Very Stiff Orange Tan Brown SILT ^�
(ML) 25
23
5 RESIDUUM-Hard Orange Tan Brown SILT
(ML)
X40
7.5 RESIDUUM-Hard Tan White SILT
(ML) �j
/x\ III 43
—40-
10°Qo Tan Brown SILT Logged as Partially Weathered Rock
)o D<
°aC
- o�D� X 100
Termination at 14.5 feet. Initial Cave-in Depth 13.3 ft. Final
Cave-in Depth 15 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B4340 -G Taggart Creek Rd SOIL TEST BORING B-5
�i y
LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
= w O STANDARD PENETRATION co Cu-
ll= O OO MATERIAL DESCRIPTION o Q w TEST DATA p z-I
Cl-v w >--- (blows/foot)• 110 0>
uj
O -J UZ
w
10 30 50 90
-- 0,f/ ` , TOP SOIL-8 inches ---.
0.6w RESIDUUM-Stiff Gray Clayey SILT
---- j (CL ML) X 9
2.5 RESIDUUM-Stiff Tan Orange Gray SILT
(ML) �j
x 12
- 5 RESIDUUM-Very Stiff Tan Orange Gray SILT \/
27
(ML) /
x\
7.50 Qo Tan Yellow Gray SILT Logged as Partially Weathered Rock
>o p< X 100
- 10 o Q, Tan Brown SILT Logged as Partially Weathered Rock
)0 0<
00
oO C-
15 0 X • 100
Termination at 15 feet. Initial Cave-in Depth 15.5 ft. Final
Cave-in Depth 11.5 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B4340 -G Taggart Creek Rd SOIL TEST BORING B-6
�i y
LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w O STANDARD PENETRATION CO w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v w >--- (blows/foot)• 110>
Lij
O -J UZ
w
10 30 50 90
1___OJ� \`TOP SOIL-4inches / ---.
O. RESIDUUM-Stiff Orange Clayey SILT
---- j (CL-ML) x 14
2.5 RESIDUUM-Stiff Orange SILT
41(
(ML)
9
— 5
X 11
X \ 11
10 RESIDUUM-Very Stiff Orange Tan SILT
(ML)
1
15 7
Termination at 15 feet. Initial Cave-in Depth 13.6 ft. Final
Cave-in Depth 12.10 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.B V L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-8
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION w
o0_= O OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v w )- >--- (blows/foot)• 110>
O -J UZ
w
10 30 50 90
___0 .' TOP SOIL-10 inches _
-—— 0.8 RESIDUUM-Stiff Orange Brown Yellow SILT
(ML) 15
2.5 RESIDUUM-Very Stiff Orange Brown Yellow SILT
(ML) I
19
— 5 \/
16
--- x 20
7.5 jRESIDUUM-Very Stiff Red Brown Yellow Clayey SILT
(CL-ML) X
10 RESIDUUM-Very Stiff Dark Brown SILT w/Red Clayey
Lenes
(ML)
15 X 24
Termination at 15 feet. Initial Cave-in Depth 12.9 ft. Final
Cave-in Depth 11.7 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B4340-G Taggart Creek Rd SOIL TEST BORING B-9
�i y
LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
H= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-
�w >--- (blows/foot)• m0>
Lij
O -J OZ
w
10 30 50 90
0 .' TOP SOIL-10 inches
0.8. : RESIDUUM-Hard Tan Brown Sandy SILT w/Clay Lenses ^� 42
(ML)
49
— 5 \/
--- x 46
7.5 RESIDUUM-Very Stiff Tan Brown Sandy SILT
(ML) �j
/x\ 17
10 NO RETURN-
S 100
Termination at 13.7 feet. Initial Cave-in Depth 12.5 ft. Final
Cave-in Depth 12.1 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B4340 -G Taggart Creek Rd SOIL TEST BORING B-10
�i y
LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
0 w O STANDARD PENETRATION co Cu-
ll. a 00 MATERIAL DESCRIPTION a Q w TEST DATA 0 z-I
o v w >--- (blows/foot)• 110>
uj
0 -J 0Z
w
10 30 50 90
1___OJ ' '\ TOP SOIL-4 inches / ———'
0.3 `RESIDUUM-Stiff Orange SILT
(ML) 13
-�_ 15
5 RESIDUUM-Very Stiff Orange SILT--- (ML)
X18
7.`�" RESIDUUM-Very Stiff Tan Gray Clayey SILT
(CL-ML) �j
- — /x\ 22
10 RESIDUUM-Stiff Tan Brown Sandy SILT
(ML)
15 X 14
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13.4 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B" V I_.E Charlotte, NC 28208 ELEVATION:
4340 -G Taggart Creek Rd SOIL TEST BORING B-11
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
= w 0 STANDARD PENETRATION co Cu-
oll= O OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v w )- >--- (blows/foot)• 110>
O -J UZ
w
10 30 50 90
1___0J' " , \TOPSOIL-3inches /
0.2 — RESIDUUM-Stiff Tan Orange Yellow SILT
(ML) 11
2.5 RESIDUUM-Very Stiff Tan Orange Yellow SILT
(ML) �j
x 30
5 j RESIDUUM-Very Stiff Brown Clayey SILT
(CL-ML) \/
x 22
7.5 RESIDUUM-Hard Brown Gray SILT / \
(ML) �j
/x\ 40
_ 10°' Gray Silty SAND w/Rock Fragments Logged as Partially
D°� Weathered Rock
o D
o
15 ��� X 100
Termination at 15 feet. Initial Cave-in Depth 12.5 ft. Final
Cave-in Depth 12 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B" V I_.E Charlotte, NC 28208 ELEVATION:
4340 -G Taggart Creek Rd SOIL TEST BORING B-12
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
H= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-v --w )- >--- (blows/foot)• 110>
Lij
O _i OZ
w
10 30 50 90
0 .`` :` TOP SOIL-3 inches
0.8 RESIDUUM-Stiff Lite Brown Tan SILT w/Clay Gray lenses 21
- (ML)
2.5°Qo Brown Tan Sandy SILT Logged as Partially Weathered Rock
- 5 oD� X 100
oO C
0(2
oD< X • 100
oO C / \
- o�D<
— 10 09,C X� • 100
)o D<
_ ooC
o Q°
_ XDr X • 100
Termination at 14.5 feet. Initial Cave-in Depth 13.2 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B � Y L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-13
i Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
H= O OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-v --w >--- (blows/foot)• 110>
Lij
O -J UZ
w
10 30 50 90
0 .`i ``—` TOP SOIL-10 inches
0.8 I RESIDUUM-Hard Light Brown Tan SILT w/Gray Clay
lyl lenses 36
2.5`� \-\ (ML) /
° °� Brown Tan Sandy SILT Logged as Partially Weathered Rock
)o p 69
5
5 9 RESIDUUM-Hard Tan Brown SILT
(ML) X\ /
58
_ 59
— 10 /x\
4
15 3
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13.5 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B,ILE 4340 -G Taggart Creek Rd SOIL TEST BORING B-14
i Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
= = w O STANDARD PENETRATION w
0_= a OO MATERIAL DESCRIPTION a Q w TEST DATA 0 z-I
o v --w >'-' (blows/foot)• m 0>
uj
O -J OZ
w
10 30 50 90
0 TOP SOIL-4 inches /
0.3 RESIDUUM-Stiff Tan Brown SILT
---_ (ML) 22
- 2.5 j RESIDUUM-Hard Tan Brown Clayey SILT
(CL-ML) �j
——5— x 38
5 RESIDUUM-Very Stiff Tan SILT w/Brown Clay Lenses
(ML)
/x\ 28
- 7.5 RESIDUUM-Hard Tan Brown Clayey SILT
(ML) �j
/x\ 52
— 10°Qo Tan Brown sandy SILT Logged as Partially Weathered Rock
)o D<
°aC
bal Q 100
Termination at 13.8 feet. Initial Cave-in Depth 13.2 ft. Final
Cave-in Depth 11 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

SOIL TEST BORING B-15
BYL E 4340 -G Taggart Creek Rd ELEVATION:
CONSULTING ENGINEERS Charlotte, NC 28208 GROUND WATER: AT TIME OF DRILLING---DRY
Tel: [phone]
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION a Q w TEST DATA 0 z-I
o v --w )- >--- (blows/foot)• 110 0>
uj
O _i OZ
w
10 30 50 90
0 .`i ``—` TOP SOIL-12 inches
— 1 o QL Light Brown Gray SILT Logged as Partially Weathered Rock X • 100
- 2,S)o D Gray SILT w/Rock Fragments Logged as Partially
o C Weathered Rock
0 Cy
5 RESIDUUM-Hard Tan Light Brown Gray SILT
(ML) X 57
7.5`0 QL Tan Brown SILT Logged as Partially Weathered Rock
- )o p< 75
10 o Q{ Lite Tan Brown Gray SILT Logged as Partially Weathered
) 0< Rock
00
0-J0< X
„O F \I 74
Termination at 15 feet. Initial Cave-in Depth 13.8 ft. Final
Cave-in Depth 13.4 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340-G Taggart Creek Rd SOIL TEST BORING B-16
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
Z
= = O STANDARD PENETRATION w
o0_ a OO MATERIAL DESCRIPTION a Q w TEST DATA p z
v w >" (blows/foot)• m 0>
UZ
10 30 50 90
0 'ice TOPSOIL-8 inches
--- 0.6 RESIDUUM-Hard Light Orange Brown SILT
(ML) 19
2.5 RESIDUUM-Hard Light Tan Brown Gray SILT
(ML)
34
— 5 \/
51
7.5`0 ` Light Tan Brown Gray SILT Logged as Partially Weathered / \
°L°� Rock
>o 96
— 10 1 RESIDUUM-Hard Tan Brown Gray SILT
(ML)
6
15 7
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 12 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B,ILE 4340 -G Taggart Creek Rd SOIL TEST BORING B-17
Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
CI-
--_1 )- W" (blows/foot)• m0>
O _i UZ
w
10 30 50 90
L__0) 'i` ' TOPSOIL-5inches ---
0.4 RESIDUUM-Stiff Gray Orange Sandy SILT \/
x 411b 14
2.5.•• .• • RESIDUUM- Stiff Orange Tan Sandy SILT
. (ML)
X 15
_____' _
5 RESIDUUM- Firm Orange Tan Sandy SILT
.••. X
X
14
7.5 RESIDUUM-Stiff Orange SILT
(ML) �j
/x\ 12
-
— ----
10 RESIDUUM-Very Stiff Brown Tan SILT
(ML)
X1
15 7
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13.1 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-18
i yLE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v <w )- >--- (blows/foot)• m 0>
O _i OZ
w
10 30 50 90
0 .'i``.:``—` TOP SOIL-10 inches
--
0.8 RESIDUUM-Very Stiff Brown Orange SILT —\X
--- — (ML) 23
2.5 RESIDUUM-Very Stiff Lite Tan Orange SILT
(ML) �j
_ x 40
- 5 O' \- Light Tan Gray Brown SILT Logged as Partially Weathered
- °p°� Rock
o D X 80
o0C
0 Cy
0 < 100
_ r
— 10 I RESIDUUM-Hard Light Tan Brow SILT
(ML)
3
15 8
Termination at 15 feet. Initial Cave-in Depth 14 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-19
i y
L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
= w 0 STANDARD PENETRATION co Cu-
ll= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
uj
O _i OZ
w
10 30 50 90
0 .`i ``—` TOP SOIL-12 inches
0.8 : RESIDUUM-Very Stiff Tan Brown Sandy SILT
—__ (ML)
23
2.5: RESIDUUM-Stiff Tan Brown Sandy SILT
(ML) �j
x 15
5 °" \- Light Brown Gray Sandy SILT Logged as Partially
L)°< Weathered Rock
o D X 89
00C
o�D< 69
— 10 0OC ---
o c°<)o D
00 C
oCy
_ )o D< a 75
15 °O Q
Termination at 15 feet. Initial Cave-in Depth 13 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B,ILE 4340 -G Taggart Creek Rd SOIL TEST BORING B-20
Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
= = w O STANDARD PENETRATION w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
ov --w >"- (blows/foot)• m0>
uj
O -J OZ
w
10 30 50 90
A-- 0 ' TOP SOIL-8 inches ---.
0.6 RESIDUUM-Very Stiff Brown Yellow SILT
— (ML) 21
-- --
2.5 RESIDUUM-Hard Lite Brown Grey Yellow SILT
(ML) �j
x 53
5 RESIDUUM-Hard Lite Brown Grey SILT
(ML) X 74
7.5`' J'` Light Brown Grey SILT Logged as Partially Weathered Rock
Jo 0 (ML) 4 100
— 10 l RESIDUUM-Hard Brown SILT /\
(ML)
15
X 66
Termination at 15 feet. Initial Cave-in Depth 13.2 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-21
i Y LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
Z
_ = w O STANDARD PENETRATION co w
o0_ a OO MATERIAL DESCRIPTION a Q w TEST DATA p z
v w )- >" (blows/foot)•• m 0>
UZ
10 30 50 90
___0 .'i`' `—` TOP SOIL-10 inches
0.8 RESIDUUM-Very Stiff Orange SILT
(ML) 23
25
5 RESIDUUM-Hard Orange SILT
(ML)
/x\ 39
7.5 RESIDUUM-Hard Lite Brown Orange SILT
(ML)
/x\ 44
10 RESIDUUM-Very Stiff Brown Gray SILT
(ML)
16
15
Termination at 15 feet. Initial Cave-in Depth 13.8 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-22
i Y LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/2/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v w >--- (blows/foot)• 110>
uj
O -J UZ
w
10 30 50 9
0 . .:``—` TOP SOIL-10 inches
—---- 0.8 — RESIDUUM-Very Stiff Orange Brown SILT
(ML) 21
2.5 RESIDUUM-Very Stiff Lite Tan Orange SILT
(ML) �j
x 25
5 RESIDUUM-Hard Lite Tan SILT
(ML)
X 1\Nf 68
7.5 RESIDUUM-Very Stiff Lite Tan Brown SILT
(ML) /x\�j
74
—40-
10°Qo Light Tan Brown SILT Logged as Partially Weathered Rock
)o D<
4\\
°aC
��� 100
15
Termination at 15 feet. Initial Cave-in Depth 13.1 ft. Final
Cave-in Depth 12.1 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

go-c-iyLE
4340 -G Taggart Creek Rd SOIL TEST BORING B-23
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
uj
O _i OZ
w
10 30 50 90
_0 ' ce TOPSOIL-9inches ,---.
-
--
-- 0.7 —— RESIDUUM-Stiff Light Brown Orange SILT
(ML) 14
2.5 RESIDUUM-Very Stiff Orange SILT
(ML) �j
x 27
5 RESIDUUM-Hard Orange SILT
(ML)
/x\ 33
7.5 RESIDUUM-Very Stiff Light Yellow Brown Orange SILT
(ML) �j
/x\ 30
10 RESIDUUM-Hard Gray SILT
NIk
(ML)
38
15
Termination at 15 feet. Initial Cave-in Depth 13.3 ft. Final
Cave-in Depth 12.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-24
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
Cl-v <w )- >--- (blows/foot)•• m 0>
O _i OZ
w
10 30 50 90
-- 0, 'i ', TOP SOIL-8 inches ---.
-—— 0.6 — RESIDUUM-Very Stiff Orange SILT
(ML) 29
2.5 RESIDUUM-Very Stiff Lite Orange Yellow White SILT
(ML) �j
x 20
--5----
5 RESIDUUM-Hard Lite Tan Yellow SILT
(ML) X 50
7.5`0 Qo Light Tan SILT Logged as Partially Weathered Rock
)0 0< X 100
_40_ ' r-
10 NO RETURN-
• 100
15
Termination at 15 feet. Initial Cave-in Depth 13.6 ft. Final
Cave-in Depth 13.1 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-25
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
H= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
Cl-v <w )- >--- (blows/foot)• 110>
Lij
O _i OZ
w
10 30 50 90
___0 .'i ``—` TOP SOIL-10 inches _
--- 0.8 .•. RESIDUUM-Hard Gray Sandy SILT
(ML) 43
- 2.5° ` Orange Gray Brown Sandy SILT Logged as Partially
�D°� Weathered Rock
5 oD 1 100
oO C
7.5.•••:: . RESIDUUM-Hard Orange Brown Sandy SILT
(ML)
59
10°.., `- Brown Gray Sandy SILT Logged as Partially Weathered 4\
- D°� Rock
o D
°aC
15 0�r 100
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final /\
Cave-in Depth 12.10 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

�
Bi 4340-G Taggart Creek Rd SOIL TEST BORING B-26
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
o v <w )- >--- (blows/foot)• m 0>
O _i OZ
w
10 30 50 90
___0 .'i ``—` TOP SOIL-10 inches _
--- 0.8 —— RESIDUUM-Hard Orange Brown SILT
- (ML) 39
2.5 RESIDUUM-Very Stiff Orange Brown SILT
- (ML) �j
x 24
5 RESIDUUM-Firm Orange Tan SILT(ML)
\/
_ x 11
- 7.5 RESIDUUM-Very Soft Lite tan SILT
- (ML) �j
/x\ 20
—40--
10 :. RESIDUUM-Hard Light Tan Gray Sandy SILT
(ML)
100
15 •
Termination at 15 feet. Initial Cave-in Depth 14 ft. Final
Cave-in Depth 13.5 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B� �
4340 -G Taggart Creek Rd SOIL TEST BORING B-27
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v <w )- >'-' (blows/foot)• 110>
Lij
O _i OZ
w
10 30 50 90
- ___0 .'i`.:`-` TOP SOIL-10 inches _
0.8 RESIDUUM-Hard Light Brown Yellow SILT
(ML)
47
2.5°Qo Gray SILT Logged as Partially Weathered Rock
5 oD< 1 100
oO C
- oOb< x • 100
o C
oho`
-
_a.g_—_pg — X • 100
10 0(I)° Dark Gray SILT Logged as Partially Weathered Rock
)o p<
o0 C
o Q°
o0 0 • 100
15 ^C
Termination at 15 feet. Initial Cave-in Depth 13.4 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
Bi 4340-G Taggart Creek Rd SOIL TEST BORING B-28
y
LE Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
= = w O STANDARD PENETRATION w
~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
CI_
�w >--- (blows/foot)• m0>
uj
O -J OZ
w
10 30 50 90
___0 . `—` TOP SOIL-10 inches
0.8 RESIDUUM-Very Stiff Yellow Tan Brown SILT ^�
(ML) 25
23
5 °�L Light Yellow Tan SILT Logged as Partially Weathered Rock
--- oO_ X 100
7. Light Brown Gray SILT Logged as Partially Weathered Rock �j
�o D< X • 100
_40—_ „n(- / \
10 NO RETURN-
15 X • 100
Termination at 15 feet. Initial Cave-in Depth 13.7 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

�
Bi 4340-G Taggart Creek Rd SOIL TEST BORING B-29
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
H= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-v <w )- >--- (blows/foot)•Lij m 0>
O _i OZ
w
10 30 50 90
0 .`i``.:``—` TOP SOIL-10 inches
0.8 RESIDUUM-Hard Tan Brown SILT
(ML) X 32
2.5 RESIDUUM-Very Stiff Tan Brown SILT
(ML) �j
_ X 28
5
5 RESIDUUM-Hard Tan Brown SILT
(ML) X 51
7.50 3 Tan Brown SILT Logged as Partially Weathered Rock
)0 0< 100
10 00�
o Q°
)0 0<
00
o Qp/
00 C a • 100
15 0
Termination at 12.8 feet. Initial Cave-in Depth 13.7 ft. Final
Cave-in Depth 12.1 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B „ 4340 -G Taggart Creek Rd SOIL TEST BORING B-30
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/3/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v --w )- >--- (blows/foot)•• m 0>
O _i OZ
w
10 30 50 90
-- 0, 'i ', TOP SOIL-8 inches ---.
--- 0.6 — RESIDUUM-Very Stiff Light Brown Gray SILT
(ML) 17
2.5 RESIDUUM-Hard Light Brown Gray SILT w/Rock
Fragments
(ML) X 54
— 5-
5 O' \- Light brown Gray sandy SILT Logged as Partially Weathered
L)°� Rock
oQD X 100
10 �nD • 100
Auger Refusl at 10 feet. Initial Cave-in Depth 7 ft. Final
Cave-in Depth 6.7 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

Bon Y L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-31
i Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w O STANDARD PENETRATION cn w
o0_= O OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v w I- w--- (blows/foot)• 110>
O -J UZ
w
10 30 50 90
___0 .'i``':`—` _ TOP SOIL-10 inches _
--- 0.8 —— RESIDUUM-Very Stiff Brown Light Yellow SILT I
- (ML) 20
2.5 RESIDUUM-Very Stiff Brown Light Yellow Orange SILT
(ML) �j
x • 21
- 5J
RESIDUUM-Stiff Brown Light Yellow Gray Clayey SILT
(CL-ML)
14
RESIDUUM-Very Stiff Brown Light Yellow Gray Clayey
-—40—
SILT
° (CL ML)
X 16
10 Brown Gray Clayey SILT Logged as Partially Weathered
D°� Rock
o D
00 C
15 0�r X 100
Termination at 15 feet. Initial Cave-in Depth 13 ft. Final
Cave-in Depth 12.5 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-32
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o~= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
v --w )- >--- (blows/foot)•• m 0>
O _i OZ
w
10 30 50 90
-- 0, 'i ', TOP SOIL-8 inches ---.
0.6 RESIDUUM-Very Stiff Light Yellow Brown SILT
--- — (ML) 24
2.5 RESIDUUM-Hard Light Yellow Orange Brown SILT
(ML) �j
x 37
--5----
5 RESIDUUM-Hard Light Brown Tan SILT
X 35
7.5`0 Qo Light Brown SILT Logged as Partially Weathered Rock
)o p< 100
- 10 00�
oQ°
)0 0<
00 ..... ..
o0C X ..... .• 100
15 o
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-33
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
= = w 0 STANDARD PENETRATION w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v --w )- >--- (blows/foot)• m 0>
O _i OZ
w
10 30 50 90
___0 .'i ``—` TOP SOIL-10 inches
-—— 0.8 —— RESIDUUM-Very Stiff Light Yellow Orange Brown SILT
(ML) .. .. ..... .. 29
2.5 RESIDUUM-Hard Light Yellow Orange Brown SILT
(ML) �j
x 37
— ----
5 RESIDUUM-Hard Light Tan Brown Gray SILT
(ML) X 49
— 10 /x\ 58
15 a •.... .. 53
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final X
Cave-in Depth 12.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.
Bi 4340 -G Taggart Creek Rd SOIL TEST BORING B-34
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o0_= O OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v --w )- >Lij--- (blows/foot)•• m O>
O -J UZ
w
10 30 50 90
0 RESIDUUM-Hard Brown Tan SILT
(ML)
/x\ 28
- 2.5 RESIDUUM-Hard Tan Brown Gray SILT w/Clay lenses
- (ML) 1
74
— 5 \/
--- -- x 51
7.5 RESIDUUM-Hard Brown Tan SILT / \
(ML) �j
/x\ 39
— 10°Q� Brown Tan SILT Logged as Partially Weathered Rock
)o D<
°aC
Cy< 5Z 100
Termination at 14 feet. Initial Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B,ILE 4340 -G Taggart Creek Rd SOIL TEST BORING B-35
Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---FIAD
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
= = w O STANDARD PENETRATION w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v --w >--- (blows/foot)• 110>
Li j
O -J UZ
w
10 30 50 90
1 __0J '\TOPSOIL-3inches i----
—— 0.3 —— RESIDUUM-Very Stiff Tan Brown Orange SILT
(ML) 14
2.5 RESIDUUM-Hard Brown Tan SILT
(ML)
54
— 5
X 50
— 10 / \
x 63
•. .. 64
15
Termination at 15 feet. Initial Cave-in Depth 13.32 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

go-c-iyLE
4340 -G Taggart Creek Rd SOIL TEST BORING B-36
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION w
0_= O 00 MATERIAL DESCRIPTION o_ Q w TEST DATA 0 z-I
o v --w )- >--- (blows/foot)• 110>
uj
0 -J 0Z
w
10 30 50 90
___0 .'i``.:``—` TOP SOIL-10 inches _
--- 0.8 — RESIDUUM-Very Stiff Tan Gary SILT
- (ML) 27
2.5 RESIDUUM-Hard Tan Gary SILT
(ML) �j
_ x 40
— 5-
5 0" \- Brown Gray Sandy SILT Logged as Partially Weathered
- �L)°� Rock
o D X 100
- 7.5 Brown Tan SILT Logged as Partially Weathered Rock
�o D X 96
— 10 00C / \
o C°
)O D<
- 00
o C°
)o D<
15 00 C. X • 100
Termination at 15 feet. Initial Cave-in Depth 12.8 ft. Final
Cave-in Depth 11 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-37
i y
LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
H= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
Cl-
--w >---Lij (blows/foot) m0>
O -J UZ
w
10 30 50 90
0 RESIDUUM-Hard Tan Brown Clayey SILT w/Sand
--- (ML) X
2.5.'•' RESIDUUM-Hard Tan Brown Sandy SILT w/Clay Lenses
42
.• :.: (ML)
I 63
— 5 \/
x 76
•• •• 66
—
10°Qo Tan Brown Sandy SILT Logged as Partially Weathered Rock
)o D<
00 C
Cy< X • 100
Termination at 14 feet. Initial Cave-in Depth 13.1 ft. Final
Cave-in Depth 12.8 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B B4340 -G Taggart Creek Rd SOIL TEST BORING B-38
�i Y LE Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w O STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v w >--- (blows/foot)• 110>
uj
O -J UZ
w
10 30 50 90
0 RESIDUUM-Very Stiff Orange Brown SILT
X 30
(ML)
2.5° -) - Light Orange Tan Yellow SILT Logged as Partially
�D°< Weathered Rock
o D X 87
- 5 RESIDUUM-Very Stiff Light Tan Orange White SILT(ML)
\/
x 23
7.5 RESIDUUM-Hard Light Orange Tan Yellow SILT
(ML) �j
/x\ 40
—40-
10°v `- Light Orange Tan Yellow SILT Logged as Partially
oLD< Weathered Rock
°aC
15 ��r a 100
Termination at 15 feet. Initial Cave-in Depth 13 ft. Final
Cave-in Depth 12.10 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-39
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ 0 w 0 STANDARD PENETRATION co w
H= a 00 MATERIAL DESCRIPTION a Q w TEST DATA 0 z-I
Cl-v --w )- >Lij--- (blows/foot)•• m 0>
0 _i OZ
w
10 30 50 90
0 'ce TOP SOIL-9 inches
—— 0.7 —— RESIDUUM-Very Stiff Tan Brown SILT
- (ML) \.. ..... .. 29
2.5 RESIDUUM-Hard Tan Brown SILT
(ML) I
42
— 5
X 81
58
— -
10 ... RESIDUUM-Very Stiff Tan Brown Sandy SILT
(ML)
15 • X a/ 21
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 13.4 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.
B i 4340 -G Taggart Creek Rd SOIL TEST BORING B-40
Y L E Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
uj
O _i OZ
w
I 10 30 50 90
1---OJ ' '\ TOP SOIL-4 inches / ---•
0.3 `RESIDUUM-Hard Tan Brown SILT
(ML) *... .. 57
X 79
- 5 °' o Tan Brown SILT w/Rock Fragments Logged as Partially
- D
Weathered Rock
o X
7.5 RESIDUUM-Hard Tan Brown SILT w/Rock Fragments
(ML) �j
/x\ 96
—40--
10 . • : RESIDUUM-Hard Tan Brown Sandy SILT
(ML)
•
15 X 45
Termination at 15 feet. Initial Cave-in Depth 13.7 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-41
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
= = w 0 STANDARD PENETRATION w
0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
o v <w )- >'-' (blows/foot)• m 0>
uj
O _i OZ
w
10 30 50 90
___0 .'i`.:`—` TOP SOIL-10 inches _
0.8 RESIDUUM-Stiff Light Yellow Tan Orange SILT
(ML) 15
- 2.50 Qo Tan Brown SILT Logged as Partially Weathered Rock
>o p< 76
_ — 'l --
5 RESIDUUM-Hard Tan Brown SILT
(ML)
X 57
- 7.50 Qo Tan Brown SILT Logged as Partially Weathered Rock
- >o p< 63
— 10 o Q{ Tan Brown SILT Logged as Partially Weathered Rock
)0 0<
o
Q
0 Qo<
15 X100
Termination at 15 feet. Initial Cave-in Depth 13.8 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-42
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v --w )- >--- (blows/foot)• 110>
O _i OZ
w
10 30 50 90
1---OJ ' \ TOP SOIL-4 inches / ---'
0.3 `RESIDUUM-Hard Tan Brown SILT
(ML) 37
X 41
- 5 RESIDUUM-Very Stiff Tan Yellow Orange SILT
(ML)
/x\ 27
- 7.5 RESIDUUM-Hard Tan Brown SILT
(ML) �j
- /x\ 33
—40-
10°Qo Tan Brown SILT Logged as Partially Weathered Rock
)o D<
- °0C
15 0�r 100
Termination at 15 feet. Initial Cave-in Depth 13 ft. Final \
Cave-in Depth 12.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B
B b' ' 4340 -G Taggart Creek Rd SOIL TEST BORING B-43
Y I_.E Charlotte, NC 28208 ELEVATION:
i
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
= = w 0 STANDARD PENETRATION w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v <w )- >--- (blows/foot)• m 0>
O _i OZ
w
10 30 50 90
0 RESIDUUM-Very Stiff Orange Brown SILT(ML)
\/
x 22
- 2.5 RESIDUUM-Hard Tan Brown SILT
_ (ML)
66
- 5 °�'- Tan Brown SILT Logged as Partially Weathered Rock
)o D< X 100
00C
0 D< • 100
— 10 o0C
o�°
)O D<
_ 00 C
> _< • 100
Termination at 13.7 feet. Initial Cave-in Depth 12 ft. Final
Cave-in Depth 11.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B, 4340 -G Taggart Creek Rd SOIL TEST BORING B-44
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v <w )- >--- (blows/foot)•• m 0>
O _i OZ
w
10 30 50 90
___0 .'i``.:``—` TOP SOIL-10 inches
- _
0.8 RESIDUUM -Very Stiff Lite Yellow Orange SILT
- (ML) 28
2.5° ` Tan Brown Orange SILT Logged as Partially Weathered
j�°‹ Rock
o D 100
_ _ n
5 RESIDUUM-Hard Lite Tan Brown Orange SILT
(ML)
/x\ 37
- 7.5 RESIDUUM-Very Stiff Tan Brown Orange SILT
(ML) �j
/x\ 25
—40----
10 RESIDUUM-Hard Tan Brown Orange SILT
(ML)
X 50
15
Termination at 15 feet. Initial Cave-in Depth 13.7 ft. Final
Cave-in Depth 13.2 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

g
B � 4340 -G Taggart Creek Rd SOIL TEST BORING B-45
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION a_ Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
Lij
O _i OZ
w
10 30 50 90
___0 .'i``.:``—` TOP SOIL-10 inches _
—— 0.8 — RESIDUUM-Very Stiff Orange Tan SILT
- (ML) 28
2.5 RESIDUUM-Hard Orange Brown SILT
1111
(ML) I
46
— 5
-C 31
- 7.5 ——
RESIDUUM-Hard Brown Yellow Clayey SILT
(ML) �j
/x\ 24
—40--
10°Qk. Tan Brown SILT Logged as Partially Weathered Rock
)o D<
°aC
15 ��r a 100
Termination at 15 feet. Initial Cave-in Depth 13.3 ft. Final
Cave-in Depth 13 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

g
B � 4340 -G Taggart Creek Rd SOIL TEST BORING B-46
i Y L E Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/4/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
0_= a OO MATERIAL DESCRIPTION a Q w TEST DATA p z-I
o v --w )- >--- (blows/foot)• 110>
uj
O _i OZ
w
10 30 50 90
___0 .'i`.:`—` TOP SOIL-10 inches
0.8 RESIDUUM-Very Stiff Orange Tan SILT ^�
(ML) 18
25
- 5 RESIDUUM-Hard Orange Tan Brown SILT
(ML)
X 54
7.5 RESIDUUM-Hard Tan Brown SILT w/Clay Lenses
(ML) �j
/x\ r.. ..... .. 38
—40-
10°Qo Brown Tan SILT Logged as Partially Weathered Rock
)o D<
-
°aC
-
15 0�r a 100
Termination at 15 feet. Initial Cave-in Depth 13.5 ft. Final
Cave-in Depth 10.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

go-c-iyLE
4340 G Taggart Creek Rd SOIL TEST BORING B-47
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ 0 w 0 STANDARD PENETRATION co w
o~= a 00 MATERIAL DESCRIPTION a Q w TEST DATA 0 z-I
v --w )- >--- (blows/foot)• 110>
0 _i OZ
w
10 30 50 90
0 .`i:`—` TOP SOIL-4 inches •
0.8 RESIDUUM-Hard Tan Brown Orange SILT
(ML) X �.. .. 61
X 62
- 5 Tan Brown SILT Logged as Partially Weathered Rock
(ML) X 86
_ � 100
— ---
10 RESIDUUM-Hard Tan Brown Clayey SILT
(ML)
— x 33
--- / \
15 RESIDUUM-Hard Tan Brown SILT
- (ML)
x 60
— 20 0 Qo Partially Weathered Rock- / \
)o D
o 0 C
( � 100
Termination at 23.8 feet. Initial Cave-in Depth 23.8 ft. Final
Cave-in Depth 22 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

B V L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-48
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = LU 0 STANDARD PENETRATION co w
o0_= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v <_1 )- W" (blows/foot)• m0>
O _i OZ
LU
10 30 50 90
0 RESIDUUM-Hard Tan Brown Orange SILT(ML)
\/
x 31
- 2.5 RESIDUUM-Hard Tan Brown SILT
(ML) I_ 46
— 5
X 19
X 62
- 10°X Brown Tan SILT Logged as Partially Weathered Rock
o
30 D
O 0C
0 D< 100
— 15 00C I
o Q°
30 D<
O 0 C
o Cy
oO • 100
—20 ° C
20 NO RETURN-
R • 100
Termination at 25.3 feet. Initial Cave-in Depth 21.5 ft. Final
Cave-in Depth 21 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

.B V L E 4340 -G Taggart Creek Rd SOIL TEST BORING B-49
Charlotte, NC 28208 ELEVATION:
CONSULTING ENGINEERS Tel: [phone] GROUND WATER: AT TIME OF DRILLING---DRY
AFTER DRILLING---DRY
PROJECT NAME: Courtyards at Greenway DRILLING COMPANY CG2 Exploration
PROJECT LOCATION: PROJECT NO: DRILL METHOD: NOTES:
UNION COUNTY, NC 23-006 ASTM D-1586
CHECKED BY: DATE DRILLED: DRILL RIG:
10/5/2023 CME 550X
z
_ = w 0 STANDARD PENETRATION co w
o~= a OO MATERIAL DESCRIPTION o_ Q w TEST DATA p z-I
v --w )- >--- (blows/foot)• 110>
O _i OZ
w
10 30 50 90
0 RESIDUUM-Stiff Tan Brown Sandy SILT
X 7 28
X 26
- 5 0�L Tan Brown SILT Logged as Partially Weathered Rock
)o D' X 100
o0C
0 Cy
0 D< • 100
— 10 o0C
o c°
)O D'
_ o0C
o Cy
_ _ 00
100
15 NO RETURN-
• 100
Auger Refusl at 17 feet. Initial Cave-in Depth 16.2 ft. Final
Cave-in Depth 15.9 ft.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL STRATIFICATIONS
ENCOUNTERED AT THE BORING LOCATIONS.
BORING,SAMPLING AND PENETRATION TEST DATA IS IN GENERAL ACCORDANCE WITH ASTM D-1586. PAGE 1 OF 1

Major Divisions Group Typical Names Laboratory Classification Criteria
Symbols
.� d Well graded gravels,gravel- Cu D6o/Dio greater than 4
c , GW sand mixtures,little or no fines C�(D30)2/(DIo x D60)between 1 and 3
NC a� .c v)
°c GP Poorly graded gravels,gravel- o g Not meeting all gradation requirements for GW
•°, -, o '� U sand mixtures,little or no fines ; N
C cat p O •m Z i
N 6 � z ,1cta
° d Silty Gravels,gravel-sand-silt o o Atterberg limits
Z y GM' e ,a? -d below"A"line or P.I. Above"A"line with P.I.
0 3 mixtures O A 3 v, ok
cn a ) ,n a u E -o v, 5 less than 4 between 4 and 7 are
'o , to > r} > o 4, 07 C- • borderline cases requiring
fin o O ` GC Clayey Gravels,gravel-sand- oan.2 Atterberg limits use of dual symbols
6 3 L' below"A"line with
.� clay mixtures 8 C7 c7 r P.I.greater than 7
a. SW Well-graded sands,gravelly a w •� o a Cu D6o/Dio greater than 6
0 0 � :-a
CI a •O 0 '2 ta sands,little or no fines o C�(D30)2/(Dio x D60)between 1 and 3
O Q ..N. ed C c '-' Q Q
rn N 4--' 4 cC ct O
U cC V] F O . cC
o ' U -- SP Poorly graded sands,gravelly 2 = a o Not meeting all gradation requirements for SW
it -a O 0 . sands,little or no fines U N
a
4 a d ' o i, Atterberg limits Limits plotting in hatched
E SM Silty sands,sand-silt mixtures below"A"line or P.I.
_ o o 3 a A less than 4 zone with P.I.between 4
u b and 7 are borderline cases
c c Clayey sands,sand-clay a
o Atterberg limits requiring use of dual
SC mixtures Ca below"A"line with symbols
P.I.greater than
0 Inorganic silts and very fine sands,
o; rock flour,silty or clayey fine
ML sands,or clayey silts with slight
°: r\ plasticity 60 Plasticity Chart
o 1 1 c Inorganic clays of low to medium
oN ct a "' CL plasticity,gravelly clays,sandy CH
c = .6 clays,silty clays,lean clays 50
a
a `n a Organic silts and organic silty a 40
y OL clays of low plasticity
o ,-' o 30
v) -; ,r, Inorganic silts,micaceous or u I14ye
-c E a MH diatomaceous fine sandy or silty 20 CL „A ti OH and MH
0 ,,, E, soils,elastic silts �
• a
. ; y CL—ML ML'o � U 1 Inorganic clays of high plasticity, 10 %//%////////%/f OL and
0 on CH fat clays 0 ;'
k'' E C (i.e.Bull Tallow) 0 10 20 30 40 50 60 70 80 90 100
o •
j Liquid Limit
a OH Organic clays of medium to high
a a' plasticity,organic silts
N
a.
O ›'.
'wo• n o`�n 0 Pt Peat and other highly organic soils
x O Reference:Winterkorn&Fang, 1975 (ASTM D-2487)
aDivision of GM and SM groups into subdivision of d and u are for road and airfields only. Subdivision is based on Atterberg limits;suffix d used
when L.L.is 28 or less and the P.I.is 6 or less;the suffix u is used when L.L.is greater that 28.
bBorderline classifications,used for soils possessing characteristics of two groups,are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder.
Unified Soil
Bilitik__yIE Classification System
CONSULTING ENGINEERS

REFERENCE NOTES FOR SOIL TEST BORING RECORDS
Drilling and Sampling Symbols:
SS: Split Spoon Sampler GSE: Ground Surface Elevation
ST: Shelby Tube Sampler PG: Proposed Grade
RC: Rock Core;NX,BX,AX BS: Bulk Sample of Cuttings
NQ: Rock Core,2-1/16"Diameter PA: Power Auger(no sample)
PM: Pressuremeter HSA: Hollow Stem Auger
DC: Dutch Cone Penetrometer WS: Wash Sample
REC: Recovery of Core Run(%) RQD: Rock Quality of Core Run
Standard Penetration(Blows/Ft) refers to the blows per foot of a 140 lb hammer falling
30 inches on a 2 inch O.D. split spoon sample, as specified in ASTM D-1586. The blow
count is commonly referred to as the N value. Autohammer refers to an automatic
hammer as opposed to the manual "Cathead" and rope type. Core Drilling meets ASTM
D-2113
II. Correlation of Penetration Resistances to Soil Properties:
Relative Density of Cohesionless Soils Consistency of Cohesive Soils
SPT-N Relative Density SPT-N Consistency
0-4 Very Loose 0- 1 Very Soft
5 - 10 Loose 2-4 Soft
11 -30 Medium Dense 5 -8 Firm
31 -50 Dense 9- 15 Stiff
51 or more Very Dense 16—30 Very Stiff
31 or more Hard
III. Unified Soil Classification Symbols:
GP: Poorly Graded Gravel ML: Low Plasticity Silts
GW: Well Graded Gravel MH: High Plasticity Silts
GM: Silty Gravel CL: Low Plasticity Clays
GC: Clayey Gravel CH: High Plasticity Clays
SP: Poorly Graded Sands OL: Low Plasticity Organics
SW: Well Graded Sands OH: High Plasticity Organics
SM: Silty Sands CL-ML: Dual Classification(Typical)
SC: Clayey Sands
IV. Water Level Measurement Symbols:
-WL: Water Level
WL: While Sampling
WD: While Drilling
DCD: Dry Caved Depth WCD: Wet Caved Depth
The water levels are those water levels actually measured in the borehole at the times indicated by
the symbol. The measurements are relatively reliable when augering, without adding fluids, in a
granular soil. In clays and plastic silts, the accurate determination of water levels may require
several days for the water level to stabilize. In such cases,additional methods of measurement are
generally applied.
J:IDatalAdministrativelForms&templateslReportFormsISOIL CLASSIFICATION.docBor- 1( LE
CONSULTING ENGINEERS

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX C
REGIONAL GEOLOGY, SOILS AND GROUNDWATER

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
REGIONAL GEOLOGY, SOILS AND GROUNDWATER
Regional Geology of the Piedmont and Blue Ridge Mountains
Geologists subdivide the Piedmont and Blue Ridge Mountains into geologic "belts," each
having a somewhat different set of characteristics as noted below. The belts are discussed
in the order in which they are geographically located in a west to east manner.
Blue Ridge Belt - The Blue Ridge Belt is a mountainous region, which consists of rocks that
range from about 500 million to 1 billion years in age. This belt is a complex mixture of
granite, gneiss, schist, volcanic rock, and sedimentary rock that has repeatedly been
squeezed, fractured, faulted, and twisted into folds. The Blue Ridge Belt is well known for
its deposits of feldspar, mica, and quartz. The Great Smokies fault near the Tennessee
border forms the western boundary of this belt and the Brevard fault forms the eastern
boundary.
Inner Piedmont Belt - The Inner Piedmont Belt is the most intensely deformed and
metamorphosed segment of the Piedmont. These metamorphic rocks range from 500 to
750 million years in age and include gneiss and schist that have been intruded by younger
granitic rocks. The northeast-trending Brevard fault zone forms much of the boundary
between the Blue Ridge and the Inner Piedmont belts.
Kings Mountain Belt - This belt consists of moderately deformed and metamorphosed
volcanic and sedimentary rocks. The rocks are about 400 to 500 million years old.
Milton Belt - This belt consists of gneisses, schist and metamorphosed intrusive rocks.
Charlotte Belt -This belt consists mostly of 300 to 500 million years old igneous rocks such
as granite, diorite and gabbro.
Carolina Slate Belt - This belt consists of a band of heated and deformed volcanic and
sedimentary rocks stretching from Georgia through the Carolinas into Virginia and was the
site of a series of oceanic volcanic islands about 550 to 650 million years ago. The rocks
have been subjected to heat and pressure (metamorphism) over geologic time since their
formation. The major rock type encountered in this belt is not slate, but includes a variety of
metavolcanic and metasedimentary rocks. The metavolcanics include tuffs, rhyolitic, dacitic
and andesitic flows and breccias; the metasediments include slate, mudstones, sericite schist,
and argillite. The belt also is known for its numerous abandoned gold mines and prospects.
Soils of the Piedmont and Blue Ridge Mountains
The Piedmont Province lies between the Coastal Plain and the Blue Ridge Mountains. The
Piedmont Physiographic Province is characterized by its particular types of landforms and
occupies about 45 percent of the area of the state. The Piedmont Province is a deeply
eroded, plateau-like segment of the Appalachian Mountain System. The Piedmont in this
region is about 80 to 120 miles wide. It is bounded on the northwest by the Blue Ridge
Province and on the southeast by the Atlantic Coastal Plain Province. The plateau generally
slopes southeastward from an elevation of about 1,200 feet near the Blue Ridge to about
400 feet near the Coastal Plain. The Piedmont also is characterized by gently rolling,
rounded hills and long low ridges with up to a few hundred feet of elevation difference

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
between the hills and valleys. The Piedmont also includes some relatively low mountains
including the South Mountain and the Uwharrie Mountains. The Blue Ridge Province lies on
the eastern face of the Appalachian Mountains which were formed by the stacking and
shuffling of relatively thin sheets in several orogenies. It extends from Georgia northeast
into Pennsylvania and ranges in elevation from about 6,700 to 1,200 feet.
The soils in the Piedmont and Blue Ridge Provinces consist mainly of residuum derived from
the parent bedrock, which are found in various states of weathering. Although the residual
saprolitic materials normally retain the structure of the original parent bedrock, they
typically have a much lower density and exhibit strengths and other engineering properties
typical of soil. In a mature undisturbed weathering profile of the Piedmont and Blue Ridge
Provinces, the soils are generally found to be finer grained (or more clayey) at the surface
where more extensive weathering has occurred. This near-surface finer-grained layer is
often referred to as the upper clayey zone and is typically encountered from beneath topsoil
to about 3 to 6 feet below the ground surface. Layers of clayey soils are rarely present
beyond depths greater than 6 feet and tend to exist as thin seams, which decrease in
thickness and frequency as depth increases. The particle size of the residual soils generally
becomes larger and more granular with increasing depth and gradually changes first to
partially weathered rock and finally to unweathered bedrock. The mineral composition of
the parent rock and the environment in which weathering occurs largely control the
resulting soil's engineering characteristics.
Some of the soils along the site drainage features and in the flood plain areas are water-
deposited (alluvial) materials that have been eroded and washed down from adjacent higher
ground. Alluvial soils often contain layers of rounded gravel and cobbles, interbedded with
zones of soft compressible, fine grained soils. Such alluvial soils usually are soft since they
have never been consolidated by pressures in excess of the existing overburden pressure.
In some cases, particularly along major rivers channels, the alluvial soils were deposited
such a long time ago that the river channel has eroded deeply into the bedrock leaving old
floodplain soils "high and dry." These soils are called Terrace Deposits or sometimes
Ancient Alluvium since they begin to reacquire some of the characteristics of residual soils.
Along the slopes of and at the base of mountains or foothills, materials that are moved
down slope by gravity and/or erosion (colluvial) collect with little or no sorting. Soils from
colluvial deposits are generally deep.
Groundwater in the Piedmont and Blue Ridge Mountains
Groundwater is water that is found underground in the cracks and spaces in soil, sand,
partially weathered rock and bedrock. Groundwater is stored in and moves through layers
of soil, sand and bedrock called aquifers. In the Piedmont, most aquifers are unconfined.
Unconfined aquifers are those that are bounded by the water table. Some aquifers,
however, lie beneath layers of impermeable materials. These are called confined aquifers,
or sometimes artesian aquifers. A well in such an aquifer is called an artesian well. The
water in these wells rises higher than the top of the aquifer because of confining pressure.
If the water level rises above the ground surface a flowing artesian well occurs. The
piezometric surface is the level to which the water in an artesian aquifer will rise.
During a geotechnical exploration, the borings or test pits penetrate the overlying soil/rock
strata and sometimes reach the top of an aquifer, which corresponds to the top of
groundwater often called the water table. The process of drilling the borings or excavating

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
test pits often disturbs the walls of the borehole or excavation such that the water which
may be present within the strata are partly prevented from immediately filling the borehole
up to the piezometric surface. These water levels are those water levels actually measured
in the borehole at the times indicated, usually as "time of boring" or "during drilling". The
measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clays and plastic silts, the accurate determination of water levels may require
24 hours up to several days for the water level to stabilize.
Depending largely upon topographic location and proximity to drainage features, ground-
water levels may fluctuate several feet or up to 15 feet or more with typical seasonal and
rainfall variations and with changes in the water level in adjacent drainage features.
Normally, the highest ground-water levels occur in late winter and spring and the lowest
levels occur in late summer and fall. At the time of this exploration, water levels probably
are at their seasonal low due to the season and the drought conditions. Fluctuations in the
ground-water level can be expected depending on variations in precipitation, run-off, and
other factors not evident or apparent at the time of our subsurface exploration.
Sometimes water levels are recorded at elevations above the groundwater table. These
water levels are indicative of perched water conditions. Perched water is surface water that
has infiltrated the upper soil layers only to become trapped above deeper relatively
impermeable soil or rock layers. Perched water is often encountered as small pockets or
depressions within fill soil layers, above clayey soils and bedrock or partially weathered
rock. The approximate quantity of perched water is not typically substantial; however, in
some cases it can be significant.
The caved and dry depths noted on the soil test boring records may indicate the presence of
ground water at or just below the indicated caved depth which likely caused the soils to
collapse into the hole. They also may be the result of soil cuttings left in the borehole upon
removal of the drilling tools. We examine the profile of caved elevations and examine the
boring logs for comments regarding moistness of soils below the caved depths to evaluate
whether or not a caved depth is likely due to groundwater or the result of soil cuttings
sloughing during removal of the drilling tools.
If groundwater is encountered during construction, we recommend that the groundwater
table be lowered and maintained at a depth of at least 2-feet below bearing levels and
excavation bottoms during construction. Adequate control of this groundwater could likely
be accomplished by means of gravity ditches and pumping from gravel-lined, cased sumps.
The contractor should be prepared to promptly remove surface water and perched water
from the general construction area by similar methods. Some sites require more time or
more complex approaches to properly dewater.
Lowering the groundwater level of larger site areas will increase the effective stress within
the soils surrounding the face of the excavation. This will result in some ground surface
settlement. The effect of this settlement on surrounding streets, utilities and particularly
any nearby buildings should be considered during the planning for major dewatering
systems.
Construction projects sometimes require a system consisting of underfloor drains below the
building and vertical drains behind retaining walls. Such systems should be designed to
drain by gravity (if possible) or at least drain by gravity to permanent sumps from which the
water can then be pumped to outfalls to drain by gravity. The use of granular fill (washed
stone) behind the below ground walls would be more traditional than a manufactured

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
composite system (such as Miradrain or Enkedrain) due to the inability to access the drain
materials for maintenance should problems develop. If manufactured products are used,
they must be properly installed and must function over the life of the structure as designed.

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX D
PROCEDURES REGARDING FIELD LOGS

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
PROCEDURES REGARDING FIELDS LOGS
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling
operations that are intended to portray essentially field occurrences, sampling locations, and
other information.
Samples obtained in the field are frequently subjected to additional testing and
reclassification in the laboratory by more experienced soil engineers, and differences
between the field logs and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and
test data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty (60) days and are then discarded unless special
disposition is requested by our client. Samples retained over a long period of time, even if
sealed in jars, are subject to moisture loss, which changes the apparent strength of
cohesive soil generally increasing the strength from what was originally encountered in the
field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and
laboratory data sheets not be included in engineering reports because they do not represent
the engineer's final opinions as to appropriate descriptions for conditions encountered in the
exploration and testing work. On the other hand, we are aware that perhaps certain
contractors submitting bids or proposals on work may have an interest in studying these
documents before submitting a bid or proposal. For this reason, the field logs will be
retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are
made in the preparation of our final reports, to the contractor or subcontractors, before the
firm submits the bid or proposal, and to describe how the information was obtained to the
extent the contractor or subcontractor wishes. Results of the laboratory tests are generally
shown on the boring logs or described in the extent of the report, as appropriate.
Soil Test Borings (ASTM D-1586)
Soil test borings are performed by mechanically twisting a continuous flight hollow-stem
steel auger into the soil. Soil sampling and penetration testing are performed in general
accordance with ASTM D-1586. At regular intervals, soil samples are obtained with a
standard 1.4-inch I. D., 2-inch O. D., split-tube sampler. The sampler is first seated
6 inches to penetrate any loose cuttings, then driven an additional 12 inches with blows of a
140-pound hammer falling 30 inches. The number of hammer blows required to drive the
sampler the final 12 inches is recorded and designated the "penetration resistance". The
penetration resistance, when properly evaluated, is an index to the soil's strength and
foundation supporting capability.
Representative portions of the obtained soil samples are placed in glass jars or plastic
containers and transported to the laboratory. In the laboratory, the samples were

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
examined by an engineering geologist or geotechnical engineer to verify the driller's field
classifications.
Soil Test Borings (ASTM STP-399)
Soil test borings are made by mechanically twisting a solid-stem, continuous-flight solid
steel auger into the soil. Soil samples are obtained at regular intervals. Soil classification
and dynamic cone penetrometer testing in accordance with ASTM STP-399 is performed at
each boring location. The penetration resistance value of the Dynamic Cone Penetrometer
(DCP) test, when properly evaluated, can be an indicator of the soil's strength and
foundation supporting capability. The DCP test records the average number of blows
required to drive the test equipment a 1.75-inch increment by a 15-pound hammer falling
20 inches and is designated the "penetration resistance" or blowcount.
Representative portions of the soil samples obtained were classified in our laboratory. Soil
test boring records are attached, showing the soil descriptions, penetration resistances, and
other subgrade characteristics.
Test Pits
The excavatability of the existing materials in the subject area can be tested in the field with
test pit excavations using a medium-duty backhoe (typically John Deere 310C or equivalent)
which can explore to a depth of about 12 feet below the existing grade or a heavy-duty
backhoe which can explore to a maximum depth of about 20 feet below the existing grade.
Test pit excavations permit visual examination of a large portion (surface area) of exposed
materials and allow direct observation of the relative ease or difficulty of excavation. Test
pits also allow the collection of representative samples of the excavated materials. The test
pit excavations are performed by others and observed by an engineering geologist or
geotechnical engineer familiar with the general site area and area geology.
Observation Wells (Piezometers)
Water level readings taken during the field operations do not provide information on the long
term fluctuations of the water table. When this information is required, observation wells are
necessary to prevent the borings from caving. Observation wells (when installed) typically are
constructed by inserting PVC plastic pipe to the desired depths. A closed end slotted portion of
PVC pipe is attached to the bottom of the plastic pipe to allow subsurface water to enter the
observation well. Clean sand is backfilled around the bottom slotted portion of the well. The
remainder of the hole is backfilled with an impervious material, using a bentonite or mortar
cap to seal out surface water. The top of the PVC pipe has a removable cover to seal out
rainwater and surface water.

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
APPENDIX E
DEFINITIONS & TERMINOLOGY

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
DEFINITIONS & TERMINOLOGY
Alluvium - Soil and/or rock materials that have been transported by water such that much
of the original structure or texture of the original material is lost or diminished.
Bedrock - Subsurface materials that cannot be excavated or pre-loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least
25,500 pounds (i.e. Caterpillar 225) and occupying an original volume of at least
1 cubic yard. Bedrock can be defined differently depending upon the type of project.
Auger refusal is the generally accepted "top of bedrock"; however, zones of soft material
may exist at lower elevations than the auger refusal. In such cases, bedrock is defined
as material having a rock quality designation (RQD) of 90 or greater.
Blue Ridge Belt - mountainous area located on the eastern face of the Appalachian
Mountains consisting of a variety of igneous and metamorphic rocks.
Building Limits - the plan outline of the exterior of the building (either wall or footing)
perimeter.
Caved and dry depths - A measured depth of a borehole partially filled with soil checked
24 hours or more after being drilled. This phenomenon, sometimes designated as a "C-"
on the soil test boring records, may indicate the presence of ground water at or just
below the indicated depth which likely caused the soils to collapse into the hole. It also
may be the result of soil cuttings left in the hole upon removal of the drilling tools.
Colluvium - Soil and/or rock materials that have been transported down slope in steep
terrains and deposited along the slopes and at their toes.
Dikes and sills - Dikes and sills are igneous intrusions (similar to volcanic lava) that are
substantially wider than they are thick (i.e. planar). Dikes often are steeply inclined or
nearly vertical where sills are oriented horizontally or tabular. These igneous intrusions
were injected along zones of weakness in existing bedrock, such as faults, fractured
zones, and joint concentrations.
Engineered fill - Engineered fill soil generally shall be free of roots larger than 1-inch
diameter and shall have a fibrous organic content less than 5 (five) percent by weight.
Engineered fill should be an approved material, free of debris (no more than 5 percent
by weight), and have a liquid limit and plasticity index less than 40 and 15, respectively.
Fill used for raising site grade or for replacement of material that is undercut should be
placed in lifts not exceeding 8 inches in loose thickness, moisture conditioned to within
2 percent of the optimum moisture content, and uniformly compacted to a minimum of
95 percent of the maximum density obtained in accordance with ASTM D-698, standard
Proctor method. Soil types usually suitable for use as engineered fill include: SC, SM,
SP, SW, GC, GM, GP, GW, ML, and CL. Locally, soil type MH is suitable for use as
engineered fill with proper moisture conditioning.
Existing fill - Soil materials transported by man and placed by man into their current
position. Existing fill may be documented or undocumented, suitable or unsuitable.
Geotechnical Exploration - A study that is performed after building and infrastructure
positioning has occurred and preliminary grades have been estimated in order to identify
potential problems with the building location and provide recommendations for building
and pavement construction.
Ground water - The water levels are those water levels actually measured in the borehole
at the times indicated. The measurements are relatively reliable when augering, without
adding fluids, in a granular soil. In clays and plastic silts, the accurate determination of
water levels may require several days for the water level to stabilize.
In situ - In the natural or original position or place.
Organics - Fibrous material derived from living or formerly living organisms usually plants
such as limbs, roots, leaves and bark.

Report of Limited Subsurface Investigation October 19, 2023
Courtyards on the Greenway, Stallings, Union County, NC
BOYLE Project No. 23-006
Partially weathered rock -An undisturbed residual material with standard penetration-
resistances in excess of 100 blows per foot using ASTM D-1586 standards.
Physiographic - An area of similar topographic landforms and geomorphologic processes.
Piedmont - any area near the foot of a mountain, particularly the plateau extending from
New York to Alabama east of the Blue Ridge and/or Appalachian Mountains and west of
the Atlantic coastal plain.
Preliminary Geotechnical Exploration - A geotechnical exploration that is performed
before building and infrastructure positioning has occurred and before preliminary
grades have been estimated in order to identify potential problems with the building and
infrastructure design and provide preliminary recommendations for building and
pavement construction.
Rock - Subsurface materials that cannot be excavated or pre-loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least
25,500 pounds (i.e. Caterpillar 225) and occupying an original volume of at least
1/2 cubic yard. Mechanized auger refusal is the generally accepted "top of rock".
Saprolite or saprolitic - An undisturbed residual soil material weathered in-place that
retains the visual appearance (coloration, foliation or cleavage, relict joints, etc.) of the
parent bedrock and also retains a portion of the intergranular bond strength once
present in the parent rock.
Soil - Materials such as sand, silt and clay that are readily excavated with regular duty
grading equipment.
Standard Penetration - (Blows/Foot) refers to the blows per foot of a 140 lb. hammer
falling 30 inches on a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The
blow count commonly is referred to as the N-value.
Topsoil - Organic surficial soil containing more than 5 percent by weight fibrous organic
material.
Unsuitable Soils - Unsuitable soils are determined on a site by site basis; however, there
are several soil types that are typically considered unsuitable to provide support of
building foundations. These are: CH-highly plastic clays, topsoil and highly organic
soils (containing 10 percent or more organics by weight), and undocumented fills
containing slag and/or other deleterious debris. Unsuitable and marginally unsuitable
soil types often include CL, MH, OL, OH, and Pt (Peat).