SW3210101_900-2022.62 Geotechnical Report for Glencroft Phase 2_20210324

CE'LEBRATING 15 ye4als&
UMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
GLENCROFT - PHASE 2
GLENCROFT DRIVE
WINGATE, NORTH CAROLINA
SUMMIT PROJECT NO. 2022.62
Prepared For:
Mr. Keith E. Fenn, PE
True Homes
2649 Brekonridge Centre Drive
Monroe, North Carolina 28110
Email: Kfenn(?
,truehomesusa.com
Prepared By:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715
October 18, 2019
ENGINEERING 16 LABORATORY* TESTING
3575 Centre Circle Drive I Fort Mill, South Carolina 29715 1 (704) 504 - 1717 1 (704) 504 - 1125 (Fax)
WWW.SUMMIT-COMPANIES.COM

CIFLE13RATING 15 YE4RS
SUMMIT
ENGINEERING, LABORATORY &TESTING, P.C.
October 18, 2019
Mr. Keith E. Fenn, PE
True Homes
2649 Brekonridge Centre Drive
Monroe, North Carolina 28110
Email: Kfenngtruehomesusa.com
Subj ect: Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
Glencroft Drive
Wingate, North Carolina
SUNUMT Project No. 2022.62
Dear Mr. Fenn:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUNUMT) has completed a geotechnical
subsurface exploration for the Glencroft - Phase 2 site located in Wingate, North Carolina. This
geotechnical subsurface exploration was performed in general accordance with our Proposal No.
P2019-1 011 -G, dated August 27, 2019. This report contains a brief description of the project
information provided to us, general site and subsurface conditions revealed during our
geotechnical subsurface exploration and our general recommendations regarding foundation
design and construction.
SUNMUT appreciates the opportunity to be of service to you on this project. If you have any
questions concerning the information presented herein or if we can be of further assistance, please
feel free to call us at [phone].
Sincerely yours,
SUNMUT Engineering, Laboratory & Testing, P. C.
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Senior Professional Geotechnical Department Manager

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
TABLE OF CONTENTS
SECTION Page
EXECUTIVE SUMMARY ...........................................................................................................
ill
1.0
INTRODUCTION ..............................................................................................................
I
I.I. Site and Project Description ....................................................................................
1
1.2. Purpose of Subsurface Exploration .........................................................................
1
2.0
EXPLORATION PROCEDURES ......................................................................................
3
2.1. Field Exploration ....................................................................................................
3
3.0
AREA GEOLOGY AND SUBSURFACE CONDITIONS ...............................................
4
3.1. Physiography and Area Geology ............................................................................
4
3.2. Generalized Subsurface Stratigraphy ......................................................................
4
3.2.1. Surface Materials ........................................................................................
5
3.2.2. Existing Fill Soils .......................................................................................
5
3.2.3. Residual Soils .............................................................................................
6
3.2.4. Partially Weathered Rock and Auger Refusal ............................................
6
3.2.5. Groundwater Level Measurements ............................................................
7
4.0
EVALUATIONS AND RECOMMENDATIONS .............................................................
8
4.1. General ....................................................................................................................
8
4.2. Shallow Foundation Recommendations .................................................................
8
4.3. Retaining Wall Recommendations .........................................................................
9
4.4. Low to Moderate Plasticity Moisture Sensitive Soils (CL) ..................................
10
4.5. High Plasticity Moisture Sensitive Soils (CH) .....................................................
11
4.6. Wet Weather Conditions .......................................................................................
12
4.7. Floor Slabs ............................................................................................................
13
4.8. Pavements Subgrade Preparation ..........................................................................
13
4.9. Cut and Fill Slopes ................................................................................................
14
5.0
CONSTRUCTION CONSIDERATIONS ........................................................................
15
5.1. Abandoned Utilities/Structures .............................................................................
15
5.2. Site Preparation .....................................................................................................
15
5.3. Difficult Excavation ..............................................................................................
16
5.4. Temporary Excavation Stability ...........................................................................
18
5.5. Structural Fill ........................................................................................................
18
5.6. Suitability of Excavated Soils for Re -Use ............................................................
19
5.7. Engineering Services During Construction ..........................................................
20
6.0
RELIANCE AND QUALIFICATIONS OF REPORT ....................................................
21
APPENDIX 1 - Figures
SiteVicinity Map .................................................................................................................
I
BoringLocation Plan ...........................................................................................................
2
APPENDIX 2 - Boring Logs
M

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
EXECUTIVE SUMMARY
SUMMIT has completed a geotechnical subsurface exploration for the Glencroft - Phase 2 project.
The purpose of this exploration was to obtain general information regarding the subsurface
conditions and to provide geotechnical recommendations regarding foundation support of the
proposed construction. The exploration consisted of twelve (12) soil test borings (identified as B-
I through B-12). The approximate test locations are shown on the Figure 2 provided in Appendix
1. The following geotechnical engineering information was obtained as a result of the soil test
borings:
Surface Materials — Surficial organic (topsoil) soils were observed at the existing ground
surface of the borings with thicknesses ranging from approximately I to 4 inches.
Existing Fill Soils - Existing fill (disturbed) soils were encountered beneath the surface
materials in Boring B-2 to approximate depth of 22 feet below the existing ground surface.
Boring B-2 was located on top of an existing stockpile. When sampled, the existing fill soils
generally consisted of fat clays (CH), lean clays (CL), and sandy silts (ML) with rock
fragments and rocks. The Standard Penetration Resistances (SPT N-values) in the existing fill
soils ranged from 17 to 36 blows per foot (bpf).
Residual Soils - Residual (undisturbed) soils were encountered below the surface materials
and/or existing fill soils and extended to either the maximum termination depth or partially
weathered rock (PWR). These residual soils generally consisted of fat clays (CH), lean clays
(CL), and sandy silts (ML) with varying amount rock fragments. The Standard Penetration
Resistances (SPT N-values) in the residual soils ranged from 16 to greater than 50 bpf.
Partially Weathered Rock (PWR) and Auger Refusal — Partially weathered rock (PWR)
conditions were encountered in all of the borings at approximate depths beginning near the
existing ground surface to 22 feet below the existing ground surface. Auger refusal conditions
were encountered in ten (10) of the borings at approximate depths ranging from 6.1 to 28.6
feet.
Groundwater Levels - At the time of drilling, groundwater was not observed in the borings.
After waiting more than 24 hours, water level was observed in Boring B-12 at an approximate
depth of 7 feet below the existing ground surface.
Foundation Support - Based on the results of our borings, the proposed structures can be
adequately supported on shallow foundations systems provided site preparation and compacted
fill recommendation procedures outlined in this report are implemented concerning unsuitable
soils such as fat clays. An allowable net bearing pressure of up to 3,000 pounds per square
foot (psf) can be used for design of the foundations bearing on approved undisturbed residual
soils, or on structural fill compacted to at least 95 percent of its Standard Proctor maximum
dry density.
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Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
Special Construction Considerations: Special considerations are warranted concerning
existing fill soils, fat clays, and the removal of PWR and auger refusal materials.
o Existing Fill Soils: At the time of this report, no relevant information (documentations)
regarding previous grading activities, prior materials testing, and/or geotechnical
engineering services was provided for our review. Boring B-2 encountered undocumented
fill soils (fill soils not monitored and tested during placement) and undocumented fill poses
risks associated with undetected deleterious materials within the fill soils and/or deleterious
material at the interface between the fill soils and residual soils. As previously mentioned,
Boring B-2 was located on an existing stockpile. We recommend additional testing such
as, but not limited to, test pit excavations be performed in order to further evaluate these
soil conditions and contents. Should unsuitable soils be encountered, these soils should be
evaluated in the field by a Geotechnical Engineer -of -Record and/or his designee prior to
remediation.
o Fat Clas: High plasticity and moisture sensitive (fat clays) soils were encountered in
Borings B-2, B-6 and B-8 at various depths. Highly plastic soils can undergo significant
changes in volume (shrink/swell behavior) with changes in moisture conditions. These
soils typically provide poor subgrade support for pavements and foundations.
o Difficult Excavation: The result of the borings indicated that the excavation of residual
soils is possible with conventional excavating techniques. However, please note that
partially weathered rock (PWR) conditions were encountered in all of the borings and auger
refusal conditions were encountered in ten (10) of the borings performed for this
exploration. Dependent on final grades and locations, the contractor should anticipate the
excavations of PWR and auger refusal conditions will require specialized equipment and
procedures.
Please note that the information provided in this executive summary is intended to be a brief
overview of project information and recommendations from the geotechnical report. The
information in the executive summary should not be used without first reading the geotechnical
report and the recommendations described therein.
iv

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
1.0 INTRODUCTION
I.I. Site and Project Description
The subject site located off of Glencroft Drive in Wingate, North Carolina. A vicinity map
showing the project's general location is provided as Figure 1. The subject property is
approximately 46.95 acres comprised of Union County Tax Parcel ID Number 02239083. At the
time of our field exploration, the subject site was wooded and undeveloped land with a large
stockpile.
The Client (True Homes) provided SUMMIT a plan sheet titled "Rezoning Overall Site Plan",
prepared by The John R. McAdams Company, Inc. dated July 24, 2019 that indicated the
configurations of the proposed construction planned for this project. Based on the provided
information, we understand the project is planned to include residential buildings, paved roadways,
and a best -management -practice (BMP) pond.
At the time of report preparation, SUMMIT had not been provided structural details of the planned
construction indicating proposed loads, foundation bearing elevations, or finished floor elevations.
For this report, SUMMIT assumed the proposed structures will be supported on a shallow
foundation system consisting of spread, strip, and/or combined footings and that wall loads will
be on the order of I to 3 kips per foot. Also, grading plans were not available at the time of this
report and we have assumed that maximum cut/fill depths will be on the order of I to 3 feet over
the existing ground surface.
1.2. Purpose of Subsurface Exploration
The purpose of this exploration was to obtain general geotechnical information regarding the
subsurface conditions and to provide general preliminary recommendations regarding the
geotechnical aspects of site preparation and foundation design. This report contains the following
items:
0 General subsurface conditions,
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Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
• Boring logs and an approximate "Boring Location Plan",
• Suitable foundation types,
• Allowable bearing pressures for design of shallow foundations,
• Anticipated excavation difficulties during site grading and/or utility installation,
• Remedial measures to correct unsatisfactory soil conditions during site development, as
needed,
0 Drainage requirements around structures and under floor slabs, as needed,
0 Construction considerations,
0 Pavement subgrade support guidelines.

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
SUMMIT visited the site on October 7 and 8, 2019 and performed a geotechnical exploration that
consisted of twelve (12) soil test borings (identified as B-1 through B-12). The approximate
locations of the borings are shown on the Figure 2 - "Boring Location Plan" provided in Appendix
1. The borings were located by professionals from our office using the provided plan, recreation -
grade handheld GPS, existing topography, and aerial maps as reference. Since the boring locations
were not surveyed, the location of the borings should be considered approximate.
The soil test borings were performed using a Diedrich D50 drill rig and extended to approximate
depths of 6.1 to 28.6 feet below the existing ground surface. Hollow -stem, continuous flight auger
drilling techniques were used to advance the borings into the ground. Standard Penetration Tests
(SPT) were performed within the mechanical borings at designated intervals in general accordance
with ASTM D 1586. The SPT "N" value represents the number of blows required to drive a split -
barrel sampler 12 inches with a 140-pound hammer falling from a height of 30 inches. When
properly evaluated, the SPT results can be used as an index for estimating soil strength and density.
In conjunction with the penetration testing, representative soil samples were obtained from each
test location and returned to our laboratory for visual classification in general accordance with
ASTM D 2488. Water level measurements were attempted at the termination of drilling. The
results of these tests are presented on the individual boring logs provided in Appendix 2 at the
respective test depth.
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Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1. Physiography and Area Geology
The subject property is located in Wingate, North Carolina, which is located in the south central
Piedmont Physiographic Province. The Piedmont Province generally consists of well-rounded
hills and ridges which are dissected by a well -developed system of draws and streams. The
Piedmont Province is predominantly underlain by metamorphic rock (formed by heat, pressure
and/or chemical action) and igneous rock (formed directly from molten material) which were
initially formed during the Precambrian and Paleozoic eras. The volcanic and sedimentary rocks
deposited in the Piedmont Province during the Precambrian era were the host of the metamorphism
and were generally changed to gneiss and schist. The more recent Paleozoic era had periods of
igneous emplacement, with episodes of regional metamorphism resulting in the majority of the
rock types seen today.
The topographic relief found throughout the Piedmont Province has developed from differential
weathering of theses igneous and metamorphic rock formations. Ridges developed along the more
easily weathered and erodible rock. Because of the continued chemical and physical weathering,
the rocks in the Piedmont Province are generally covered with a mantle of soil that has weathered
in -place from the parent bedrock below. These soils have variable thicknesses and are referred to
as residual soils, as they are the result of in -place weathering. Residual soils are typically fine-
grained and have a higher clay content near the ground surface because of the advanced
weathering. Similarly, residual soils typically become more coarse -grained with increasing depth
because of decreased weathering. As weathering decreases with depth, residual soils generally
retain the overall appearance, texture, gradation and foliations of their parent rock.
3.2. Generalized Subsurface Stratigraphy
General subsurface conditions observed during our geotechnical exploration are described herein
For more detailed soil descriptions and stratifications at a particular field test location, the
respective "Boring Logs", provided in Appendix 2 should be reviewed. The horizontal
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Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
stratification lines designating the interface between various strata represent approximate
boundaries. Transitions between different strata in the field may be gradual in both the horizontal
and vertical directions. Therefore, subsurface stratigraphy between test locations may vary.
3.2.1. Surface Materials
Surficial organic (topsoil) soils were observed in all borings at the existing ground surface
with thicknesses ranging from approximately I to 4 inches. 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 present over the site.
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. SUNUMT 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.
3.2.2. Existing Fill Soils
Existing fill (disturbed) soils were encountered beneath the surface materials in Boring B-
2 to approximate depth of 22 feet below the existing ground surface. When sampled, the
existing fill soils generally consisted of very stiff fat clays (CH), very stiff lean clays (CL),
and very stiff to hard sandy silts (ML) with rock fragments and rocks. The Standard
Penetration Resistances (SPT N-values) in the existing fill soils ranged from 17 to 36 blows
per foot (bpf).
Please note that Boring B-2 was located on an existing stockpile. We recommend
5

Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
additional testing such as, but not limited to, test pit excavations be performed in order to
further evaluate these soil conditions and contents. Should unsuitable soils be encountered,
these soils should be evaluated in the field by a Geotechnical Engineer -of -Record and/or
his designee prior to remediation.
If fill soils are encountered at other locations in the field during construction, the fill soils
should be evaluated by the Geotechnical Engineer -of -Record, or his authorized
representative, with respect to the criteria outlined in Section 5.0 — Construction
Considerations.
3.2.3. Residual Soils
Residual (undisturbed) soils were encountered below the surface materials and/or existing
fill soils and extended to either the maximum termination depth or partially weathered rock
(PWR). These residual soils generally consisted of very stiff fat clays (CH), very stiff to
very hard lean clays (CL), and very stiff to very hard sandy silts (ML) with varying amount
rock fragments. The Standard Penetration Resistances (SPT N-values) in the residual soils
ranged from 16 to greater than 50 bpf.
3.2.4. Partially Weathered Rock and Au2er Refusal
Partially weathered rock (PWR) conditions were encountered in all of the borings at
approximate depths beginning near the existing ground surface to 22 feet below the existing
ground surface. PWR is defined as soil -like material exhibiting SPT N-values in excess of
100 bpf. When sampled, the PWR generally breaks down into sandy silts with rock
fragments.
Augerrefusal conditions were encountered in ten (10) of theborings at approximate depths
ranging from 6.1 to 28.6 feet. Auger refusal is defined as material that could not be
penetrated by the drilling equipment used during our field exploration. Materials that
might result in auger refusal include large boulders, rock ledges, lenses, seams or the top
of parent bedrock. Core drilling techniques would be required to evaluate the character
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Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
and continuity of the refusal material. However, rock coring was beyond the scope of this
exploration and not performed.
The following table summarizes the approximate depths that PWR and auger refusal
conditions were encountered in the borings performed for this exploration.
Summary Table of Partially Weathered Rock and Auger Refusal Depths
Boring No.
PartiaUy Weathered Rock
Approx. Depth, (feet)*
Auger Refusal Approx. Depth,
(fee0*
B-1
5.5
6.1
B-2
22
28.6
B-3
3
13.6
B-4
5.5
6.2
B-5
3
6.1
B-6
1.5 to 3 and 5.5
---
B-7
Near the existing ground surface
11.1
B-8
8
---
B-9
3
6.1
B-10
Near the existing ground surface
6.1
B-11
3
6.1
B- 12
10
12.1
*Depths were measured from the ground surface existing at the time drilling was performed.
Vvhen PVV`R or auger refusal conditions were not encountered in the borings.
3.2.5. Groundwater Level Measurements
At the time of drilling, groundwater was not observed in the borings. After waiting more
than 24 hours, water level was observed in Boring B-12 at an approximate depth of 7 feet
below the existing ground surface.
It should also be noted that groundwater levels tend to fluctuate with seasonal and climatic
variations, as well as with some types of construction operations. Therefore, water may be
encountered during construction at depths not indicated in the borings performed for this
exploration.
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Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
4.0 EVALUATIONS AND RECONMENDATIONS
4.1. General
Our preliminary evaluation and recommendations are based on the project information outlined
previously and on the data obtained from the field and laboratory 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, SUNUMT requests the opportunity to review our recommendations based on the
new information and make the necessary changes.
Grading plan information with proposed foundation bearing elevations was not available for our
review at the time of this report. Finish grade elevations of proposed construction in conjunction
with the proposed foundation bearing elevation can have a significant effect on design and
construction considerations. SUMNUT should be provided the opportunity to review the project
grading plans prior to their finalization with respect to the recommendations contained in this
report.
4.2. Shallow Foundation Recommendations
Based on the results of the soil test borings, and our assumptions regarding site grading and
assumed structural building loads, the proposed structures can be adequately supported on shallow
foundation systems provided site preparation and compacted fill recommendation procedures
outlined in this report are implemented concerning unsuitable soils such as fat clays. An allowable
net bearing pressure of up to 3,000 pounds per square foot (psf) can be used for design of the
foundations bearing on approved undisturbed residual soils, or on approved structural fill
compacted to at least 95 percent of its Standard Proctor maximum dry density. Please refer to
section 5.0 of this report for more information.
Provided the procedures and recommendations outlined in this report are implemented and using
the assumed loads, we have estimated a total settlement of less than I inch for footing design
pressures of 3,000 psf.
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Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
To avoid punching type bearing capacity failure, we recommend wall foundation widths of 18
inches or more. Exterior foundations and foundations in unheated areas should be designed to
bear at least 12 inches below finished grade for frost protection. To reduce the effects of seasonal
moisture variations in the soils, for frost protection and for bearing capacity, it is recommended
that all foundations be embedded at least 12 inches below the lowest adjacent grade.
All footing excavations and undercutting remediation operations should be evaluated by the
Geotechnical Engineer -of -Record or his qualified representative to confirm that suitable soils are
present at and below the proposed bearing elevation and that the backFill operations are completed
with the recommendations of this report. This evaluation may include hand -auger and DCP testing.
If evaluation with DCP testing encounters lower penetration resistances than anticipated or
unsuitable materials are observed beneath the footing excavations, these bearing soils should be
corrected per the Geotechnical Engineer-of-Record's recommendations.
4.3. Retaining Wall Recommendations
Design Parameters for backfill properties (i.e., friction angle, earth pressure coefficients) should
use the values in the table below. These parameters are based on suitable soils with a minimum
moist unit weight of 120 pcf. SUNUMT should be retained to test the actual soils used for
construction to verify these design assumptions. To reduce long term creep or deflections to the
wall system, desirable wall backFill soils should be used. These include non -plastic, granular soils
(sands and gravels). However, these soils may not be available on site.
Soil Parameters for Wall Backfill
Active
Passive
Coefficient
AHowable
Modulus of
Earth
Earth
of Earth
Bearing
Friction
Subgrade
Pressure
Pressure
Pressure at
Capacity
Angle
Reaction
Coefficient
Coefficient
Rest
Slide
Backfill Typel
(psf)
(deg)
(Pei)
K�
Kp
Ko
Friction
Residuum
3,000
280
200
0.361
2.77
0.531
0.4
Fill
3,000
240
150
0.421
2.37
0.593
0.4
Soils classified as elastic silts (MH) and/or fat clays (CH) shall not be used for wall backfill or in
9

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
the retained zone as shown in Table 1610.1 of the 2015 IBC. If on -site soils are used as backfill
within the reinforced zone, the wall designer should address the need for wall drainage and the
possibility of long-term, time -dependent movement or creep in their design
At the time of report preparation, we were not provided retaining wall plans or specifications.
Therefore, we request the opportunity to review the wall plans and specifications once they are
finalized. Also, we recommend an external stability analysis (including global stability) of the
proposed wall(s) be conducted once the site layout and wall geometry is complete.
4.4. Low to Moderate Plasticity Moisture Sensitive Soils (CL)
Low to moderate plasticity and moisture sensitive (lean clays) soils were encountered in Borings
B-1, B-2, B-4 and B-12 at various depths. These fine-grained soils are susceptible to moisture
intrusion and can become soft when exposed to weather and/or water infiltration. Consequently,
some undercutting and/or reworking (drying) of the near -surface soils may be required depending
upon the site management practices and weather conditions present during construction.
Should these materials be left in -place, special consideration should be given to providing positive
drainage away from the structure and discharging roof drains a minimum of 5 feet from the
foundations to reduce infiltration of surface water to the subgrade materials
Note: Since Low to Moderate Plasticity and Moisture Sensitive Soils can become remolded (i.e.,
softened) under the weight of repeated construction traffic and changes in moisture conditions,
these soils should be evaluated and closely monitored by the Geotechnical Engineer -of -Record or
his qualified representative prior to and during fill placement. Additional testing and inspections
of moisture sensitive soils may be warranted such as laboratory testing, field density (compaction)
testing, hand auger borings with dynamic cone penetrometer (DCP) testing and/or test pit
excavations.
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Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
4.5. High Plasticity Moisture Sensitive Soils (CH)
SUMNHT Project No. 2022.62
October 18, 2019
High plasticity and moisture sensitive (fat clays) soils were encountered in Borings B-2, B-6 and
B-8 at various depths. Highly plastic soils can undergo significant changes in volume (shrink/swell
behavior) with changes in moisture conditions. These soils typically provide poor subgrade
support for pavements and foundations.
The following table summarizes the locations and approximate depths that fat clay soils were
encountered in the borings performed for this exploration.
Summary Table of Fat Clay Soils Depths
Boring No.
Fat Clay Approx.
Depth, (feet)*
Boring No.
Fat Clay Approx.
Depth (feet)*
B-2
8 to 12
B-8
3 to 5.5
B-6
1.5
*Depths were measured from the ground surface existing at the time drilling was perfo
The highly plastic materials encountered in the borings performed for this exploration are typically
not considered suitable for building or pavement subgrade support. Depending on final subgrade
elevations, we recommend the highly plastic soils be undercut from beneath foundations and
pavements so that the foundation elements bear on 3 feet or more of engineered fill and pavements
are supported on I 1/2feet or more of engineered fill, creating a separation between the foundation
elements/pavements and the underlying highly plastic soils.
The presence of the high plasticity materials can adversely affect the performance of the foundation
and pavement systems. Due to the presence of highly plastic soils at the project site, we
recommend the following be implemented by the design team:
I The high plasticity materials should be undercut from all structural and pavement areas.
The undercut subgrades should be evaluated by a staff professional upon completion of
undercut operations. Once the evaluation is completed and the subgrade appears suitable,
structural fill should be placed to subgrade elevation.
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Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
2. Three (3) feet of separation should be provided between the high plasticity materials and
foundations and one and one-half (11/2) feet of separation on pavement areas. The
separation material should consist of approved structural fill materials
3. Lime stabilization techniques could be utilized in order to lower the plasticity of the
referenced soils in -place and minimize any undercut. These techniques should extend to a
depth of at least 3 feet below finished floor elevation of the building and at least 1.5 feet
on pavement areas. It should be noted that the success of lime stabilization techniques is
highly dependent upon the means and methods utilized by the contractor.
4. If the expansive soils are not undercut from beneath the structures or adequate separation
is not provided, the building foundations could be designed to either penetrate the
expansive soils or should be designed to resist the differential volume and prevent
structural damage. Slab -on -grades should be designed as structural slabs for the expansive
soils in accordance with WRI/CRSI Design of Slab -on -Ground Foundations or PTI Design
and Construction of Post -Tensioned Slabs -on -Ground.
4.6. Wet Weather Conditions
Contractors should be made aware of the moisture sensitivity of the near soils and potential
compaction difficulties. If construction is undertaken during wet weather conditions, the surficial
soils may become saturated, soft, and unworkable. The contractor can anticipate reworking and/or
recompacting soils may be needed when excessive moisture conditions occur. Additionally,
subgrade stabilization techniques, such as chemical (lime or lime -fly ash) treatment, may be
needed to provide a more weather -resistant working surface during construction. Therefore, we
recommend that consideration be given to construction during the dryer months.
Surface runoff should be drained away from excavations and not allowed to pond. Concrete for
foundations should be placed as soon as practical after the excavation is made. That is, the exposed
foundation soils should not be allowed to become excessively dry or wet before placement of
concrete. Bearing soils exposed to moisture variations may become highly disturbed resulting in
12

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
the need for undercutting prior to placement of concrete. If excavations must remain open
overnight, or if rainfall becomes imminent while the bearing soils are exposed, we recommend
that a 2- to 4-inch-thick "mud -mat" of lean (2000 psi) concrete be placed on the bearing soils
before work stops for the night.
SUMMIT recommends that special care be given to providing adequate drainage away from the
building areas to reduce infiltration of surface water to the base course and subgrade materials. If
these materials are allowed to become saturated during the life of the slab section, a strength
reduction of the materials may result causing a reduced life of the section.
4.7. Floor Slabs
Slab -on -grade floor systems may be supported on approved residual soils, or newly compacted
fill, provided the site preparation and fill placement procedures outlined in this report are
implemented. Depending upon the amount of cuts and/or fills, unsuitable soils such as fat clays
and areas which deflect, rut or pump excessively during proof -rolling may require remediation as
described in Section 5.2. We recommend floor slabs be isolated from other structural components
to allow independent movement of the slab and the building foundation elements.
immediately prior to constructing a floor slab, the areas should be proof -rolled to detect any
softened, loosened or disturbed areas that may have been exposed to wet weather or construction
traffic. Areas that are found to be disturbed or indicate pumping action during the proof -rolling
should be undercut and replaced with adequately compacted structural fill. This proof -rolling
should be observed by the staff professional or a senior soils technician under his/her direction.
Proof -rolling procedures are outlined in the "Site Preparation" section of this report.
4.8. Pavements Subgrade Preparation
The pavement sections can be adequately supported on approved non -high plasticity residual soils,
or newly compacted fill, provided the site preparation and fill placement procedures outlined in
this report are implemented. Immediately prior to constructing the pavement section, we
recommend that the areas be proofrolled to detect any softened, loosened or disturbed areas that
13

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
may have been exposed to wet weather or construction traffic. Areas that are found to be disturbed
or indicate instability during the proofrolling should be undercut and replaced with adequately
compacted structural fill or repaired as recommended by the Geotechnical Engineer. This
proofrolling should be observed by the staff professional or a senior soils technician under his/her
direction. Proofrolling procedures are outlined in the "Site Preparation" section of this report.
Due to prevalence of near surface moderate to high plasticity elastic silts and fat clays, remediation
of pavement subgrade soils may be recommended (as determined by the Geotechnical Engineer
during construction) including undercutting and replacement with additional NCDOT ABC
stone. Alternatively, lime stabilization of pavement subgrade may be a more economical option
and SUNFMT can provide lime stabilization mix design services if requested. This may be more
pronounced depending on the time of the year and seasonal conditions at the time of pavement
construction. We recommend contingency for some remediation efforts for the subgrade soils be
considered during the planning stage.
4.9. Cut and Fill Slopes
Permanent project slopes should be designed with geometry of 3 horizontal to I vertical or flatter.
The tops and bases of all slopes should be located 10 feet or more from structural limits and 5 feet
or more from parking limits. Fill slopes should be properly compacted according to the
recommendations provided in this report. In addition, fill slopes should be overbuilt and cut to
finished grade during construction to achieve proper compaction on the slope face. All slopes
should be seeded and maintained after construction and adhere to local, state and federal municipal
standards, if applicable.
14

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
5.0 CONSTRUCTION CONSIDERATIONS
5.1. Abandoned Utilities/Structures
SUMMIT recommends that any existing utility lines be removed from within proposed building
and pavement areas. The utility backfill material should be removed and the subgrade in the
excavations should be evaluated by a geotechnical professional prior to fill placement. The
subgrade evaluation should consist of visual observations, probing with a steel rod and/or
performing hand auger borings with Dynamic Cone Penetrometer tests to evaluate their suitability
of receiving structural fill. Once the excavations are evaluated and approved, they should be
backFilled with adequately compacted structural fill. Excavation backFill under proposed new
foundations should consist of properly compacted structural fill, crushed stone, flowable fill or
lean concrete as approved by the Geotechnical Engineer -of -Record.
5.2. Site Preparation
Based on the results of our borings, and dependent on final grades, the contractor can anticipate
that some undercutting and/or foundation extension through fat clays, and soils with N-values less
than 7 bpf may be required prior to building construction and/or fill placement. If these soils are
encountered during the grading activities, the extent of the undercut required should be determined
in the field by the Geotechnical Engineer -of -Record and/or an experienced staff professional.
Additional testing such as test pit excavations and/or hand auger borings may be required in order
to further evaluate these soil conditions, depths and locations.
Topsoil, organic laden/stained soils, construction debris and other unsuitable materials should be
stripped/removed from the proposed construction limits. Stripping and clearing should extend 10
feet or more beyond the planned construction limits. Upon completion of the stripping operations,
we recommend areas planned for support of foundations, floor slabs, parking areas and structural
fill be proof -rolled with a loaded dump truck or similar pneumatic tired vehicle (minimum loaded
weight of 20 tons) under the observations of a staff professional. After excavation of the site has
been completed, the exposed subgrade in cut areas should also be proof -rolled. The proof -rolling
15

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
procedures should consist of four complete passes of the exposed areas, with two of the passes
being in a direction perpendicular to the proceeding ones. Any areas which deflect, rut or pump
excessively during proof -rolling or fail to "tighten up" after successive passes should be undercut
to suitable soils and replaced with compacted fill.
The extent of any undercut required should be determined in the field by an experienced staff
professional or engineer while monitoring construction activity. After the proof -rolling operation
has been completed and approved, final site grading should proceed immediately. If construction
progresses during wet weather, the proof -rolling operation should be repeated after any inclement
weather event with at least one pass in each direction immediately prior to placing fill material or
aggregate base course stone. If unstable conditions are experienced during this operation, then
undercutting or reworking of the unstable soils may be required.
5.3. Difficult Excavation
Based on the results of our soil test borings and dependent on final grades, it appears that the
majority of general excavation for footings and shallow utilities will be possible with conventional
excavating techniques. We anticipate that the residual soils can be excavated using pans, scrapers,
backhoes, and front end loaders. Dependent on final grades and locations, the contractor should
anticipate the excavations of PWR and auger refusal conditions will require specialized equipment
and procedures.
Partially weathered rock (PWR) conditions were encountered in all of the borings and auger refusal
conditions were encountered in ten (10) of the borings performed for this exploration. The depth
and thickness of partially weathered rock, boulders, and rock lenses or seams can vary dramatically
in short distances and between the boring locations; therefore, soft/hard weathered rock, boulders
or bedrock may be encountered during construction at locations or depths, between the boring
locations, not encountered during this exploration.
The table below may be used as a quick reference for rippability of in -place materials.
16

Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
Summary of Rippability Based on SPT N-Values
N-Values as Shown
Description of N-Values
Anticipated Rippability
on Boring Logs
These materials may generally be excavated
60 < N-Value
N-values less than 60 bpf
with heavy-duty equipment such as a
Caterpillar D-8 with a single -shank ripper
N-values more than 60 bpf,
These materials are considered marginally
60 < N-Value < 50/3"
but less than 50 blows per 3
excavatable, even with heavy-duty
inches of penetration
equipment.
N-values more than 50 blows
Blasting and/or removal with impact
50/3" < N-Value
per 3 inches of penetration
hammers is typically required to excavate
these materials.
*This table is for general information only. Actual rippability is dependent upon many other factors as stated
above. I
Care should be exercised during excavations for footings on rock to reduce disturbance to the
foundation elevation. The bottom of each footing should be approximately level. When blasting
is utilized for foundation excavation in rock, charges should be held above design grades. Actual
grades for setting charges should be selected by the contractor and he should be responsible for
any damage caused by the blasting. All loose rock should be carefully cleaned from the bottom
of the excavation prior to pouring concrete. Footing excavations in which the rock subgrade has
been loosened due to blasting should be deepened to an acceptable bearing elevation.
in our professional opinion, a clear and appropriate definition of rock should be included in the
project specifications to reduce the potential for misunderstandings. A sample definition of rock
for excavation specifications is provided below:
Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
tractor, or equivalent, equipped with a hydraulically operatedpower ripper (or by
a Cat 325 hydraulic backhoe, or equivalent) without the use ofdrilling and blasting.
Boulders or masses of rock exceeding Y2 cubic yard in volume shall also be
considered rock excavation. This classification does not include materials such as
loose rock, concrete, or other materials that can be removed by means other than
drilling and blasting, but which for any reason, such as economic reasons, the
Contractor chooses to remove by drilling and blasting.
17

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
5.4. Temporary Excavation Stability
Localized areas of soft or unsuitable soils not detected by our borings, or in unexplored areas, may
be encountered once grading operations begin. Vertical cuts in these soils may be unstable and
may present a significant hazard because they can fail without warning. Tberefore, temporary
construction slopes greater than 5 feet in height should not be steeper than two horizontal to one
vertical (2H: IV), and excavated material should not be placed within 10 feet of the crest of any
excavated slope. In addition, runoff water should be diverted away from the crest of the excavated
slopes to prevent erosion and sloughing.
Should excavations extend below final grades, shoring and bracing or flattening (laying back) of
the slopes may be required to obtain a safe working environment. Excavation should be sloped or
shored in accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926)
excavation trench safety standards.
5.5. Structural Fill
Soil to be used as structural fill should be free of organic matter, roots or other deleterious
materials. Structural fill should have a plasticity index (PI) less than 25 and a liquid limit (LL)
less than 50 or as approved by the Geotechnical Engineer -of -Record. Compacted structural fill
should consist of materials classified as either CL, ML, SC, SM, SP, SW, GC, GM, GP, or GW
per ASTM D-2487 or as approved by the Geotechnical Engineer -of -Record. Off -site borrow soil
should also meet these same classification requirements. Non -organic, low -plasticity on -site soils
are expected to meet this criterion. However, successful reuse of the excavated, on -site soils as
compacted structural fill will depend on the moisture content of the soils encountered during
excavation. We anticipate that scarifying and drying of portions of the on -site soils will be required
before the recommended compaction can be achieved. Drying of these soils will likely result in
some delay.
All structural fill soils should be placed within the proposed structural pad and extending at least
5 feet beyond the perimeter of the pad and foundation limits. All structural fill soils should be
18

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
placed in thin (not greater than 8 inches) loose lifts and compacted to a minimum of 95 percent of
the soil's Standard Proctor maximum dry density (ASTM D 698) at/or near optimum moisture
content (±2%). The upper 2 feet of structural fill should be compacted to a minimum of 100
percent of the soil's Standard Proctor maximum dry density (ASTM D 698) at/or near optimum
moisture content (±2%). Some manipulation of the moisture content (such as wetting, drying)
may be required during the filling operation to obtain the required degree of compaction. The
manipulation of the moisture content is highly dependent on weather conditions and site drainage
conditions. Therefore, the grading contractor should be prepared to both dry and wet the fill
materials to obtain the specified compaction during grading. Sufficient density tests should be
performed to confirm the required compaction of the fill material.
5.6. Suitability of Excavated Soils for Re -Use
Except for the fat clay soils encountered during this exploration, the soils encountered in the
borings should be suitable to be used as structural fill material provided the recommendations in
this report are implemented. These soils may be utilized as non-structural fill and backfill at
landscaped or non -pavement areas of the project. We recommend non-structural fill to be
compacted to at least 92 percent of the soil's Standard Proctor Maximum Dry Density to reduce
settlement of the fill soils particularly over utility trenches.
However, if approved by the Geotechnical Engineer -of -Record, high plasticity soils encountered
during general site grading can be mixed/blended and/or mixed with lower plasticity soils and used
as structural fill. We recommend that mixed soils be used below the top five (5) feet at deeper fill
locations and adequate drainage be provided away from structural and pavement areas. The top
five (5) feet should consist of materials classified as either CL, ML, SC, SM, SP, SW, GC, GM,
GP or GW per ASTM D-2487 or as approved by the Geotechnical Engineer -of -Record. All fill
soils should be placed in thin (not greater than 8 inches) loose lifts and compacted to a minimum
of 95 percent of the soil's Standard Proctor maximum dry density (ASTM D 698) at near optimum
moisture content (±2%).
19

Report of Geotechnical Subsurface Exploration SUMNHT Project No. 2022.62
Glencroft - Phase 2 October 18, 2019
5.7. Engineering Services During Construction
As stated previously, the engineering recommendations provided in this report are based on the
project information outlined above and the data obtained from field and laboratory tests. However,
unlike other engineering materials like steel and concrete, the extent and properties of geologic
materials (soil) vary significantly. Regardless of the thoroughness of a geotechnical engineering
exploration, there is always a possibility that conditions between borings will be different from
those at the boring locations, that conditions are not as anticipated by the designers, or that the
construction process has altered the subsurface conditions. This report does not reflect variations
that may occur between the boring locations. Therefore, conditions on the site may vary between
the discrete locations observed at the time of our subsurface exploration.
The nature and extent of variations between the borings may not become evident until construction
is underway. To account for this variability, professional observation, testing and monitoring of
subsurface conditions during construction should be provided as an extension of our engineering
services. These services will help in evaluating the Contractor's conformance with the plans and
specifications. Because of our unique position to understand the intent of the geotechnical
engineering recommendations, retaining us for these services will also allow us to provide
consistent service through the project construction. Geotechnical engineering construction
observations should be performed under the supervision of the Geotechnical Engineer -of -Record
from our office who is familiar with the intent of the recommendations presented herein. This
observation is recommended to evaluate whether the conditions anticipated in the design actually
exist or whether the recommendations presented herein should be modified where necessary.
Observation and testing of compacted structural fill and backfill should also be provided by our
firm.
20

Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
SUMNHT Project No. 2022.62
October 18, 2019
6.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of True Homes. This
geotechnical subsurface exploration should not be relied upon by other parties without the express
written consent of SUMMIT and True Homes.
The analyses and recommendations submitted in this report were based, in part, on data obtained
from this exploration. If the above -described project conditions are incorrect or changed after the
issuing of this report, or subsurface conditions encountered during construction are different from
those reported, SUMMIT should be notified and these recommendations should be re-evaluated
based on the changed conditions to make appropriate revisions. We have prepared this report
according to generally accepted geotechnical engineering practices. No warranty, express or
implied, is made as to the professional advice included in this report.
21

Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
C'C"L'EJ9RATfNG 15 YEARS
SUMNHT Project No. 2022.62
October 18, 2019
UMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
APPENDIX I — Figures

nrty
I
:)od
Ilion Homes
�9. �
Toll road)
F1 751]
Styx Cuthbertson
Trucking
.A
I A 9.6
vsl�
SITE
6;�
Fl-7511
1w
F1 7 54]
F1 7-5 3�
—7 qA 04, 1%,
O�
F17541 I
Figure I Glencroft
Site Vicinity Map Phase 2 CE'-EBRATiNG 15 YEPIR5
Ansonville Road
Wingate, North Carolina SUMMIT
ENGINEERING, �ORATORY & TESTING, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
�SCALE:NTS SUMMIT Project No.: 2022.62 [phone]

@ top
-J
_+ JL J L
B-5
PWR-31 ?B-6
I ILI VOL C H - 1. 5' @
@ PWR-1.5'to Yand 5.5' VC
L -J
L Al 0
1@
4 L L
@
'O'B-7
1411-Near the Existing
FF
IB-4
\e Ground Surface
L-L�JAR-6.
L
r
@
L 0"
L
F B - 12
_J
L L PWR-10":'5
+
B-3'
PWR-YJ
+
MMI B-8 -!=-zx
+ @
+ + L L �-W�. CH-3' to 5.5'
— _J L
@ r
+ L J
L PWR 8'
77
B-1 I
0 1 "* J-0
L
L
X�
B
B-2 0 Y, -9
PWR-2�'
NkR-28.6 ---
Boring locations were not .)B-1
PWR-5.51
surveyed and should be T 7. � V\
'3 r
considered approximate , .1 E) A�
Cirl- pprox. rat ClaySoilliep
PWR - Approx. Partially Weathered Rock Depth B-10
C Al V.:
Figure 2 Glencroft
Boring Location Plan Phase 2
Approx. Soil Test Boring Ansonville Road
Location Wingate, North Carolina
SCALE:NTS I SUMMIT Project No.: 2022.62
PWR-Near the Existing
Ground Surface
4r'O'W-// W-!t
C�'-EBPATING 15 YEAP-S
/ AMMON*
SUMMIT
ENGINMEMNG, L�O�TORY & �SnNG, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
(803 ) 504-17 , 7

Report of Geotechnical Subsurface Exploration
Glencroft - Phase 2
C'C"L'EJ9RATfNG 15 YEARS
SUMNHT Project No. 2022.62
October 18, 2019
UMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
APPENDIX 2 — Boring Logs

SUMMIT Engineering, Laboratory & Testing, P.C. KEY TO SYMBOLS
3575 Centre Circle
Fort Mill, South Carolina 29715
SUMMIT 704.504.1717
�­ ........ ...... summit-companies.com
CLIENT True Homes PROJECT NAME Glencroft Phase 2
PROJECT NUMBER 2022.62 PROJECT LOCATION Wingate, Union County, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
F-1 BLANK
CH: USCS High Plasticity Clay
CL: USCS Low Plasticity Clay
FILL: Fill (made ground)
IVILS: USCS Sandy Silt
TOPSOIL: Topsoil
PWR: Partially Weathered Rock
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL -LIQUID LIMIT (%) TV -TORVANE
PI -PLASTIC INDEX(%) PID -PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) LIC -UNCONFINED COMPRESSION
DID - DRY DENSITY (PCF) ppm -PARTS PER MILLION
NP -NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) Water Level at End of
Drilling, or as Shown
Water Level After 24
Hours, or as Shown

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-01
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.8'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 2 0 4 0 6 0 8 0 100
Approx. 3" of Topsoil
(CL) RESIDUUM:
Very Stiff Light Brown, Yellow and Gray Sandy Lean CLAY
SPT
........... ........ ........ ........
7-7-11
1
(18)
(ML) Very Hard Light Brown and Yellow Sandy SILT with Rock
Fragments
18-31-35 ........ .. .... ...... .......
(66)
5.0
4.8ft
(ML) Pa rtially Weathered Rock (PWR) when sampled becomes
Light Brown, Yellow and Gray Sandy SILT with Rock
SPT
................. ........ ........
50
Fragments
3
(50/1.25")
Bottom of Boring at 6.1 feet bgs, Auger Refusal
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-02
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes PROJECT NAME Glencroft Phase 2
PROJECT NUMBER 2022.62 PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED GROUND ELEVATION HOLE SIZE 6 inches
DRILLING CONTRACTOR FST GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 20.2'bq
LOGGED BY FST CHECKED BY A. Jordan AT END OF DRI LLI NG ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
z
W
-i
Lu
0
=
Q-0
<
LL
(D
MATERIAL DESCRIPTION
Lu
Lu
Lu ED
D
�z
<
U)
uj
>
0
0
Lu
U)
3: �-
0 z -i
JD<
Fn 0 >
0 z
A SPT N VALUE A
0 20 40 60 80 100
P . L MC LL
0 -A
0 20 40 60 80 100
El FINES CONTENT (%) El
0 20 40 60 80 100
Approx. 1 of Topsoil
(ML) FILL:
Hard Light Brown, Yellow and Gray Sandy SILT with Rock
Fragments
........ ........ ........ ........
J�S
tPT
1
1 :
11-16-20
(36)
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
(ML) FILL:
Tj
SPT
13-12-18
Very Stiff Light Brown, Yellow and Gray Sandy SILT with Rock
........ ...... .......
5.0
Fragments
- - - - - - - - - - - - - - - - - - - - - - - - - -
A
2
(30)
Tj
SPT
18-16-17
Hard Light Brown, Yellow and Gray Sandy SILT with Rock
Fragments
A
3
(33)
........
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(CH) FILL:
.......... ...... ........ ........ ........
SPT
8-6-11
Very Stiff Light Brown and Brownish Gray Sandy Fat CLAY with
.. ........ - ............. ........ ........
10.0
Rock Fragments
(NTLFFFLC - - - - - - - - - - - - - - - - - - - - - - - - -
4
(17)
........
Hard Light Brown, Red and Gray Slightly Clayey Sandy SILT with
Rock Fragments
Tj
SPT
11-17-15
........ ......
15.0
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(CL) FILL:
(32)
................. ........ ...........
Very Stiff Moist Light Brown, Red and Gray Sandy Lean CLAY
........ .. .... ...... ........ . .....
with Rock Fragments
Tj SPT
6-10-7
....... ........ ........ ........ ........
20.0
20.2ft
—6
(17)
..... .... ...........
........ ........ .......
(ML) RESIDUUM:
Partially Weathered Rock (PWR) when sampled becomes Light
Brown and Yellow Sandy SILT with Rock Fragments
>>
SPT
50
7
(50/3")
25.0
Bottom of Boring at 28.6 feet bgs, Auger Refusal 50
L8 (50/0.5") 1
30,0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-03
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 9.5'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 20 40 60 80 100
Approx. 3" of Topsoil
(ML) RESIDUUM:
Very Hard Yellowish Brown, Gray and White Sandy SILT with
Rock Fragments
FSP1T
13-19-39 .. .... ...... .......
(58)
(ML) Pa rtially Weathered Rock (PWR) when sampled becomes
Light Brown, Gray and White Sandy SILT with Rock Fragments SPT
46-50
&L_2
>>
(50/4
5.0
50 >>A
3
(50/4")
50 >>A
4
(50/3.5
9.5ft
10.0
Bottom of Boring at 13.6 feet bgs, Auger Refusal
5
5/0
01
(5 .5")
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-04
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.8'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
El FINES CONTENT (%) El
-i
Lu
(D
�z
<
0
Lu
0 z
U)
0 2 0 4 0 6 0 8 0 100
Approx. 3" of Topsoil
(CL) RESIDUUM:
Very Hard Light Brown, Yellow and Gray Sandy Lean CLAY with
Rock Fragments
SPT
13-26-41
PT
1
(67)
(ML) Hard Light Brown, White and Gray Slightly Clayey Sandy
SILT with Rock Fragments
14-15-23 ........ .. .... .......
(38)
5.0
4.8ft
(ML) Pa rtially Weathered Rock (PWR) when sampled becomes
Light Brown and Gray Sandy SILT with Rock Fragments
SPT
50
Bottom of Boring at 6.2 feet bgs, Auger Refusal
3
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
11AM1k
BORING NUMBER B-05
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.2'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
z
W
-i
Lu
0
=
Q-0
<
LL
(D
MATERIAL DESCRIPTION
Lu
Lu
Lu ED
D
�z
<
U)
uj
>
0
0
Lu
U)
3: �-
0 z -i
JD<
Fn 0 >
0 z
A SPT N VALUE A
0 20 40 60 80 100
P . L MC LL
0 -A
0 20 40 60 80 100
El FINES CONTENT (%) El
0 20 40 60 80 100
Approx. 3" of Topsoil
(ML) RESIDUUM:
Very Hard Light Brown, Yellow and Gray Slightly Clayey Sandy
SILT with Rock Fragments
FSP1T
10-14-50
.. .... ......
(64)
(ML) Pa rtially Weathered Rock (PWR) when sampled becomes
Light Brown and Gray Sandy SILT with Rock Fragments
4.2ft
SPT
2
48-50
(50/4
5.0
........................................
Bottom of Boring at 6.1 feet bgs, Auger Refusal
51 1
3
(5 O�D/uo. 5
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-06
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62 PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED GROUND
ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST GROUND
WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 9.8'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
El FINES CONTENT (%) El
-i
Lu
(D
�z
<
0
Lu
0 z
U)
0 20 40 60 80 100
Approx. 3" of Topsoil
(CH) RESIDUUM:
Light Brown and Gray Fat CLAY
........ ........ .......
(ML) RESIDUUM:
Partially Weathered Rock (PWR) when sampled becomes Light
8-40-50 >>
Brown, Yellow and White Slightly Clayey Sandy SILT with Rock
(50/5")
Fragments
.........
(ML) Very Hard Light Brown, Yellow and White Slightly Clayey
Sandy SILT with Rock Fragments
25-29-40
(69)
5.0
4 AP
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Brown and Yellow Sandy SILT with Rock Fragments
T
SPT
P:
41-48-50
1!3
>>A
(50/2")
41-50
4 (50/2.75")
........ >>A
10.0
9.8ft
........ ........ ........ ........
PT
SPT��
Bottom of Boring at 13.7 feet bgs, Boring Terminated
�5025.���
50/2
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-07
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 8.3'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 2 0 4 0 6 0 8 0 100
Approx. 4" of Topsoil
(ML) RESIDUUM:
Partially Weathered Rock (PWR) when sampled becomes Light
Brown, Yellow and Gray Sandy SILT with Rock Fragments
SPT
50
1 (50/2.25")
........ .................
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(ML) Partially Weathered Rock (PWR) when sampled becomes
........... - .... ..........................
Light Brown and Gray Sandy SILT with Rock Fragments
SPT
50
2
5.0
T
SPT
50 >>A
3
(50/5.25")
8.3ft
50
4
(50/2.5") ......
10.0
Bottom of Boring at 11.1 feet bgs, Auger Refusal
1�
�5O
050
75-����
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
11AM1k
BORING NUMBER B-08
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes PROJECT NAME Glencroft Phase 2
PROJECT NUMBER 2022.62 PROJECT LOCATION
Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 10.5'bq
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG ---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
z
W
-i
Lu
0
=
Q-0
<
LL
(D
MATERIAL DESCRIPTION
Lu
Lu
Lu ED
D
�z
<
U)
uj
>
0
0
Lu
U)
3: �-
0 z -i
JD<
Fn 0 >
0 z
A SPT N VALUE A
0 20 40 60 80 100
P . L MC LL
0 -A
0 20 40 60 80 100
El FINES CONTENT (%) El
0 20 40 60 80 100
Approx. 3" of Topsoil
(ML) RESIDUUM:
Very Stiff Yellowish Brown and Gray Sandy SILT
SPT
5-8-11
........... ........ ........ ........
1
(19)
(CH) Very Stiff Yellowish Brown, Red and Gray Sandy Fat CLAY
6-6-10
........ .. .... ...... .......
(16)
5.0
(ML) Very Hard Light Brown, Yellow and Gray Slightly Clayey
Sandy SILT
................. ....... ........ ........
28-32-44
(76)
........ ........ ........ .......
(ML) Pa rtially Weathered Rock (PWR) when sampled becomes
Reddish Brown, Black and Gray Slightly Clayey Sandy SILT with
Rock Fragments
32-50
(50/5.75 '.)
10.0
10.5ft
------------------------------
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Brown and Gray Slightly Clayey Sandy SILT with Rock
Fragments and Clay Seams
........ .................
>>A
SPT
5
42-47-50
(50/3.5")
15.0
Bottom of Boring at 14.8 feet bgs, Boring Terminated
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-09
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.6'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 2 0 4 0 6 0 8 0 100
Approx. 4" ofTopsoil
(ML) RESIDUUM:
Very Hard Light Brown, Yellow and Gray Slightly Clayey Sandy
T. . SILT with Rock Fragments
FS P1T
11-26-35 .. .... ...... .......
(61)
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Brown and Gray Slightly Clayey Sandy SILT with
Rock
50
Fragments
2
(50/3
5.0
Bottom of Boring at 6.1 feet bgs, Auger Refusal
4.6ft Im
.................. ........
50
3
(5 0/1--)
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
3575 Centre Circle
11AM1k
BORING NUMBER B-10
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.1'bgs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring
Location AFTER DRILLING ---
z
W
-i
Lu
0
=
Q-0
<
LL
(D
MATERIAL DESCRIPTION
Lu
Lu
Lu ED
D
�z
<
U)
uj
>
0
0
Lu
U)
3: �-
0 z -i
JD<
Fn 0 >
0 z
A SPT N VALUE A
0 20 40 60 80 100
P . L MC LL
0 -A
0 20 40 60 80 100
El FINES CONTENT (%) El
0 2 0 4 0 6 0 8 0 100
Approx. 3" ofTopsoil
(ML) RESIDUUM:
Partially Weathered Rock (PWR) when sampled becomes Light
Brown and Gray Sandy SILT with Rock Fragments
1
50
(50/4.5")
50
4.1ft
2
(50/3.25
5.0
...............................
Bottom of Boring at 6.1 feet bgs, Auger Refusal
3
(50/0.5")
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-1 1
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes
PROJECT NAME Glencroft
Phase 2
PROJECT NUMBER 2022.62
PROJECT LOCATION Wing te, Union County, North Carolina
DATE STARTED 10/7/19 COMPLETED
GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_ 4.5'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG
---
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
Lu ED
uj
>
3: �-
0 z -i
P . L MC LL
0 -A
W
<
LL
D
0
JD<
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 2 0 4 0 6 0 8 0 100
Approx. 4" ofTopsoil
(ML) RESIDUUM:
Hard Light Brown, Yellow and Gray Slightly Clayey Sandy
SILT
T. . with Rock Fragments
SP1T
9-11-20
(31)
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Brown and Gray Sandy SILT with Rock Fragments
SPT
50
2 (50/5.25"
4.5ft
5.0
Bottom of Boring at 6.1 feet bgs, Auger Refusal
SPT
50
3
10.0
15.0
20.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-12
3575 Centre Circle
11AM1k
Fort Mill, South Carolina 29715
PAGE I OF I
SUMMIT 704.504.1717
summit-companies.com
CLIENT True Homes PROJECT
NAME Glencroft Phase 2
PROJECT NUMBER 2022.62 PROJECT
LOCATION
Wing te, Union County, North Carolina
DATE STARTED 10/8/19 COMPLETED GROUND ELEVATION
HOLE SIZE 6 inches
DRILLING CONTRACTOR FST GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATID / Caved in Depth (a)_'bqs
LOGGED BY FST CHECKED BY A. Jordan
AT END OF DRI LLI NG --- GW > 24 Hrs at 7 feet bgs
NOTES Refer to Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
Lu
A SPT N VALUE A
z
0
U)
0 20 40 60 80 100
=
Q-0
MATERIAL DESCRIPTION
Lu
UJ ED
uj
>
3: �-
0 z -i
D <
PL MC LL
1 -11
W
<
LL
0
j
Fn 0 >
0 20 40 60 80 100
-i
(D
�z
0
0 z
Lu
<
Lu
El FINES CONTENT (%) El
U)
0 2 0 4 0 6 0 8 0 100
Approx. 3" of Topsoil
(CL) RESIDUUM:
SPT
6-10-12-10
Very Stiff Pale Brown, Light Gray and Brownish Yellow Sandy
1
(22)
Lean CLAY
- - - - - - - - - - - - - - -
(CL) Hard Pale Brown, Light Gray jy-
and Brownish Yellow San
........ .... ........
Lean CLAY
SPT
34-17-20-20
2
(37)
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
(CL) Very Stiff Pale Brown, Light Gray and Yellowish Red Sandy
- -
........
5.0
Lean LAY
SPT
3
6-10-16-18
(26)
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
(CL) Hard Pale Brown, Light Gray and Yellowish Red Sandy Lean
- -
........ ... .... ........ ........ ........
CLAY
SPT
8-11-20-23
4
(31)
- - - - - - - - - - - - - - - - - - - - - - - -
(CLFV;ry Hard Pale Brown, Light Gray and Yellowish Red Sand y
- -
........ ........
Lean CLAY
SPT
20-30-33-50/3"
5
(63)
10.0
artially Weathered Rock (PWR) when sampled becomes
50
Pale Brown Sandy SILT with Rock Fragments
6
L (50/1.75")
Bottom of Boring at 12.1 feet bgs, Auger Refusal
SPT'
50
7
15.0
20.0