SW3191204_Geotech Report_20200515

CELEBRATING 15 YEARS
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
OLD CHARLOTTE HWY MULTI -FAMILY
4610 AND 4612 OLD CHARLOTTE HIGHWAY
MONROE, NORTH CAROLINA
SUMMIT PROJECT NO. 5720.500
Prepared For:
Mr. Gene Vaughan
Barnette Store, LLC
231 Post Office Drive, Suite B-8
Indian Trail, North Carolina 28079
Email: Gvaughangthemosergroupinc.com
Prepared By:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715
September 6, 2019
ENGINEERING • LABORATORY • TESTING
3575 Centre Circle Drive I Fort Mill, South Carolina 29715 1 (704) 504 - 1717 1 (704) 504 - 1125 (Fax)
WWW. SU M M 1T-COMPAN I ES. COM

CELEBRATING 15 YEARS
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
September 6, 2019
Mr. Gene Vaughan
Barnette Store, LLC
231 Post Office Drive, Suite B-8
Indian Trail, North Carolina 28079
Email: Gvaughangthemosergroupinc.com
Subject: Report of Geotechnical Subsurface Exploration
Old Charlotte Hwy Multi -Family
4610 and 4612 Old Charlotte Highway
Monroe, North Carolina
SUMMIT Project No. 5720.500
Dear Mr. Vaughan:
SUMMIT Engineering, Laboratory & Testing, P. C. (SUMMIT) has completed a geotechnical
subsurface exploration for the Old Charlotte Hwy Multi -Family site located at 4610 and 4612 Old
Charlotte Highway in Monroe, North Carolina. These geotechnical services were performed in
general accordance with our revised Proposal No. P2019-635-G R2, dated July 19, 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.
SUMMIT 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,
SUMMIT Engineering, Laboratory & Testing, P. C
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Todd A. Costner, E.I. Kerry C. Cooper, P.E.
Senior Professional Geotechnical Department Manager

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 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.............................................................
9
4.1. General....................................................................................................................9
4.2. Shallow Foundation Recommendations.................................................................
9
4.3. Retaining Wall Recommendations.......................................................................
10
4.4. Seismic Site Class.................................................................................................
11
4.5. Low to Moderate Plasticity Moisture Sensitive Soils (CL and MH)....................
11
4.6. Wet Weather Conditions.......................................................................................
12
4.7. Floor Slabs............................................................................................................
13
4.8. Pavements Subgrade Preparation..........................................................................
13
4.9. Pavement Section Recommendations...................................................................
14
4.10. Cut and Fill Slopes................................................................................................
16
5.0
CONSTRUCTION CONSIDERATIONS........................................................................
17
5.1. Abandoned Utilities/Structures.............................................................................
17
5.2. Site Preparation.....................................................................................................
17
5.3. Difficult Excavation..............................................................................................
18
5.4. Temporary Excavation Stability...........................................................................
20
5.5. Structural Fill........................................................................................................
20
5.6. Engineering Services During Construction..........................................................
21
6.0
RELIANCE AND QUALIFICATIONS OF REPORT ....................................................
23
APPENDIX 1 - Figures
SiteVicinity Map.................................................................................................................I
BoringLocation Plan...........................................................................................................2
APPENDIX 2 - Boring Logs
APPENDIX 3 — ReMi Test Results

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
EXECUTIVE SUMMARY
SUMMIT has completed a geotechnical subsurface exploration for the Old Charlotte Hwy Multi -
Family 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 thirteen (13) soil test borings (identified
as B-1 through B-11, SW-1 and SW-2). 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 all of the borings except for Boring B-8, which an approximate 3-inch layer of gravel
material was observed at the surface. The topsoil layer thickness was approximately 2 inches.
• Existing Fill Soils — A thin approximate 4- to 6-inch layer of existing fill (disturbed) soils were
encountered beneath the surface materials in all of the boring except for Boring B-8. The
existing fill soils generally consisted of sandy silts (ML). Based historical aerial photographs
and our site observations, majority of the site was once utilized as an agricultural field.
Therefore, these existing fill soils are considered to be cultivated fill soils.
• Residual Soils - Residual (undisturbed) soils were encountered below the surface materials
and/or existing fill soils and extended to either the maximum termination depth, partially
weathered rock (PWR), or auger refusal. These residual soils generally consisted of lean clays
(CL), elastic silts (MH), and sandy silts (ML). The Standard Penetration Resistances (SPT N-
values) in the residual soils ranged from 9 to 64 bpf.
• Partially Weathered Rock (PWR) and Auger Refusal — Partially weathered rock (PWR)
conditions were encountered in all the boring except for Boring B-11 at approximate depths
ranging from 1.5 to 17 feet below the existing ground surface. Auger refusal conditions were
encountered in nine (9) of the borings at approximate depths ranging from 6.1 to 24.1 feet
below the existing ground surface.
• Groundwater Levels - At the time of drilling, groundwater was not observed in the borings.
After waiting more than 24 hours, water was not observed in Borings B-11, SW-1 and SW-2.
• 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. 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.
• Seismic Site Class —We have evaluated the Seismic Site Classification for this project site in
accordance with Chapter 16, Section 1613.5.2 of the 2012 North Carolina Building Code, Site
Class Definitions. We recommend this project be designed using a Seismic Site Class of "C"
(Very Dense Soil and Soft Rock) as defined in Table 1613.5.4 Site Class Definitions.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
Special Construction Considerations: Special considerations are warranted concerning
existing fill soils, cultivated soils, and the removal of PWR and auger refusal materials.
Dependent on final grades, the contractor can anticipate that some undercutting and/or
foundation extension may be necessary through unsuitable soils if encountered during grading
and construction. Should these soils be encountered during the grading and construction
activities, these soils should be evaluated in the field by a Geotechnical Engineer -of -Record
and/or his designee prior to remediation. 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.
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. All the borings except for Boring B-8
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.
o Cultivated Soils: Based on historical aerial photographs and our site observations, majority
was the site was once utilized as an agricultural field. Typically, agricultural fields will
consist of a layer of existing fill soils that were plowed and disturbed for agricultural
purposes in the upper 6 inches to 1.5 feet. Therefore, the existing fill soils observed in the
upper 6 inches of all the boring except for Boring B-8 are considered as cultivated fill soils.
Cultivated fill soils are typically not suitable for building and/or pavement support and are
not suitable to be re -used as structural fill material due to the organics mixed in the soil.
However, if approved by the Geotechnical Engineer of Record, cultivated fill soils may be
suitable as structural quality fill material if the organic content in the soil is less than 5%
and/or blended with non -organic soils to reduce the organic content.
o Difficult Excavation: The result of the borings indicated that the excavation of residual
soils for will be possible with conventional excavating techniques. However, please note
that partially weathered rock (PWR) conditions were encountered in all of the boring
except for Boring B-11 of the borings and auger refusal conditions were encountered in
nine (9) of the borings performed for this exploration. Dependent on final grades and
locations, excavations of PWR and auger refusal conditions may 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 Services SUMMIT Project No. 5720.500
Old Charlotte Hwy Multi -Family September 6, 2019
1.0 INTRODUCTION
1.1. Site and Project Description
The Old Charlotte Hwy Multi -Family site is located at 4610 and 4612 Old Charlotte Highway in
Monroe, North Carolina. A vicinity map showing the project's general location is provided as
Figure 1. The subject property is approximately 10.4 acres comprised of a portion of Union
County Tax Parcel ID Number 09366020. At the time of our field exploration, the subject site was
mostly undeveloped land comprised of agricultural fields, wooded areas, and abandon structures
(i.e., houses, barns and stores).
The Client (Barnette Store, LLC) provided SUMMIT a plan sheet titled "Conditional Zoning
Plan", prepared by Bohler Engineering NC, PLLC dated January 31, 2018 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 nine 4-story multi -family structures,
a club house with pool, pavements, roadways, utilities, and two (2) stormwater management ponds
(SWM).
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 1 to 3 kips per foot and column loads on the order of 50 to 75 kips. 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 1 to 2 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:
1

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
• General subsurface conditions,
• 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,
• Drainage requirements around structures and under floor slabs, as needed,
• Construction considerations,
• Pavement subgrade support guidelines,
• Concrete and Asphalt Pavement Design guidelines,
• Seismic Site Classification.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
SUMMIT visited the site on August 14 through August 19, 2019 and performed a geotechnical
exploration that consisted of thirteen (13) soil test borings (identified as B-1 through B-11, SW-1
and SW-2). 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. Also, the elevations provided on the Boring Logs were interpolated from
the topographic information from the provided plan.
The soil test borings were performed using an ATV -mounted CME 550X drill rig and extended to
approximate depths of 6.1 to 24.2 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.
3

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1. Physiography and Area Geology
The subject property is located in Monroe, 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
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 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 at the existing ground surface of all of the
borings except for Boring B-8, which an approximate 3-inch layer of gravel material was
observed at the surface. The topsoil layer thickness was approximately 2 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. SUMMIT 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
A thin approximate 6-inch layer of existing fill (disturbed) soils were encountered beneath
the surface materials in all of the boring except for Boring B-8. The existing fill soils
generally consisted of sandy silts (ML). Based historical aerial photographs and our site
observations, majority of the site was once utilized as an agricultural field. Typically,
agricultural fields will consist of existing fill soils that were plowed and disturbed for
agricultural purposes in the upper 0.5 to 1.5 feet that are cultivated fill soils. Therefore,
these existing fill soils are considered to be cultivated fill soils.
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Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
Cultivated fill soils are typically not suitable for building and/or pavement support and are
not suitable to be re -used as structural fill material due to the organics mixed in the soil.
However, if approved by the Geotechnical Engineer of Record, cultivated fill soils may be
suitable as structural quality fill material if the organic content in the soil is less than 5%
and/or blended with non -organic soils to reduce the organic content.
Also, based on historical aerial photographs and our site observations, previous grading
activities and/or development have occurred on the property. As such, the contractor
should anticipate the presence of fill soils, active or abandoned utility lines, and/or
construction debris that were not encountered in the borings performed for this exploration.
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, partially weathered rock
(PWR), or auger refusal. These residual soils generally consisted of stiff to hard lean clays
(CL), very stiff elastic silts (MH), and stiff to very hard sandy silts (ML). The Standard
Penetration Resistances (SPT N-values) in the residual soils ranged from 9 to 64 bpf.
3.2.4. Partially Weathered Rock and Auger Refusal
Partially weathered rock (PWR) conditions were encountered in all the boring except for
Boring B-11 at approximate depths ranging from 1.5 to 17 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 a varying
amount of rock fragments.
Auger refusal conditions were encountered in nine (9) of the borings at approximate depths
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Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
ranging from 6.1 to 24.1 feet below the existing ground surface. 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 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.
Partially Weathered Rock
Approx. Depth, (feet)
Auger Refusal Approx. Depth,
(feet)
B-1
5.5
---
B-2
12
18.6
B-3
3
6.1
B-4
1.5 to 3, 5.5 to 8 and 12
13.6
B-5
3
13.6
B-6
17
24.1
B-7
12 to 17 and 22
23.5
B-8
3 to 12
18.5
B-9
1.5
---
B-10
8
23.5
B-11
---
---
SW-1
6 to 14
---
SW-2
6
8.1
*Depths were measured from the ground surface existing at the time drilling was performed.
-- °` When PWR 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 was not observed in Borings B-11, SW-1 and SW-2. Please note
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Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
moisture conditions of the soil samples were noted within some of the borings and moisture
conditions within the soils may be an indication of the presence of groundwater. Also,
moist conditions can be an indication that some manipulation (scarifying and drying) of
the soil may be required in order to obtain the specified compaction during grading
operations.
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 SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
4.0 EVALUATIONS AND RECOMMENDATIONS
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, SUMMIT 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. SUMMIT 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. 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 1 inch for footing design
pressures of 3,000 psf.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 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. SUNIlMT 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
Allowable
Modulus of
Earth
Earth
of Earth
Bearing
Friction
Subgrade
Pressure
Pressure
Pressure at
Capacity
Angle
Reaction
Coefficient
Coefficient
Rest
Slide
Backfill Type
(psf)
(deg)
(Pei)
Ka
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
10

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 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. Seismic Site Class
SUMMIT has evaluated the Seismic Site Classification for this project site in accordance with
Chapter 16, Section 1613.5.2 of the 2012 North Carolina Building Code, Site Class Definitions
using Soil Shear Wave Velocity. We recommend this project be designed using a Seismic Site
Class of "C" (Very Dense Soil and Soft Rock) as defined in Table 1613.5.4 Site Class Definitions
using Soil Shear Wave Velocity 3,794 ft/sec, and more than 10 feet of soil between foundation
and the rock surface. The approximate location of the ReMi Profile run was performed as shown
on the Boring Location Plan (Figure 2) included in Appendix 1 of this report. The results of the
ReMi test are presented in graphical form in Appendix 3 — ReMi Shear Wave Testing Results.
4.5. Low to Moderate Plasticity Moisture Sensitive Soils (CL and MIT)
Low to moderate plasticity and moisture sensitive (lean clays and elastic silts) soils were
encountered in the majority of the borings performed for this exploration. 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.
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Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
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.
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
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.
12

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
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 existing
cultivated fill soils 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
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 low to moderate to plasticity elastic silts, remediation of
pavement subgrade soils may be recommended (as determined by the Geotechnical Engineer
13

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
during construction) including undercutting and replacement with additional NCDOT ABC
stone. Alternatively, lime stabilization of pavement subgrade may be a more economical option
and SUNIlMT 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. Pavement Section Recommendations
UNIlMT has utilized the "American Association of State Highway and Transportation Officials"
AASHTO Pavement Design Guide, 1993, as guidance for the analysis and design process as well
as for selection of subgrade soil support values, structural coefficients for pavement layers and
selection of recommended pavement components. The recommendations presented herein assume
that the production and placement of the asphalt concrete meet the requirements of the current
NCDOT "Standard Specifications for Roads and Structures" and that soils will be compacted to at
least 100 percent of the standard Proctor (ASTM D 698) or proofroll successfully under the weight
of a 25 to 35-ton, four wheeled, rubber -tired vehicle or similar approved equipment.
The subgrade and fill soils should be compacted as outlined under the "Subgrade Preparation"
section of this report. Paved areas surrounding or adjoining landscaped or irrigated areas should
be designed with an underdrain system to prevent wetting or saturation of any portion of the
pavement sections or subgrade. If it is anticipated that an irrigation system is to be installed and/or
will continually wet or saturate the pavement surfaces, positive drainage and pavement sealers
should be provided. If construction traffic is to use any portion of the paved area, provisions should
be made for repairing damaged subgrade, base, and/or surfacing.
CBR Estimated and Recommended SSV
Item
Recommended Value
California Bearing Ratio (CBR) (AASHTO T 193) (Laboratory)
5
Soil Support Value
2
14

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
This evaluation assumes that the subgrade soils are stable and have been properly compacted and
that fill soils have been properly placed. Based upon our experience with soil conditions in this
area and typical soil support values (SSV) for this of type soil an SSV of 2 can be expected.
Recommended Asphalt Pavement Section
Light Duty
Light Duty for
For
Drive Lanes
Parking
Heavy Duty
Thickness
Thickness
Thickness
Material
(Inches)
(Inches)
(Inches)
Structural Number (SN) for the Anticipated
2.7
1.96
3.12
Traffic
Asphaltic Concrete Surface Course
1
2
1
Asphaltic Concrete Binder Course
2
--
2
Crushed Aggregate Base Course (ABC)
8
6
10
TOTAL RECOMMENDED PAVEMENT
11
11
14
THICKNESS
For the heavy duty section using AASHTO Guide for Design of Pavement Structures, we
recommend a rigid pavement section of Flex 550 concrete (4000 psi) consisting of:
Recommended Rigid Heavy Duty Pavement Section
Materials
Heavy Duty
Thickness, (Inches)
4,000 psi Concrete
6
Crushed Aggregate Base Course (98% compaction)
6
TOTAL RECOMMENDED PAVEMENT THICKNESS
6
15

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
4.10. Cut and Fill Slopes
SUMMIT Project No. 5720.500
September 6, 2019
Permanent project slopes should be designed with geometry of 3 horizontal to 1 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.
16

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
5.0 CONSTRUCTION CONSIDERATIONS
5.1. Abandoned Utilities/Structures
SUMMIT recommends that any existing utility lines, septic tanks and drain fields, and foundations
be removed from within proposed building and pavement areas. The utility backfills, septic tanks
and drain fields and foundation 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 existing fill soils and cultivated soils,
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
of 20 tons) under the observations of a staff brofessional. After excavation of the site has
17

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 2019
been completed, the exposed subgrade in cut areas should also be proof -rolled. The proof -rolling
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. Depending on the location, excavations deeper than
approximately 1.5 to 17 feet may require specialized equipment and procedures.
Partially weathered rock (PWR) conditions were encountered in all but one (1) of the borings and
auger refusal conditions were encountered in nine (9) 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.
18

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 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.
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 operated power ripper (or by
a Cat 325 hydraulic backhoe, or equivalent) without the use ofdrilling and blasting.
Boulders or masses of rock exceeding % 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.
19

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 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. Therefore, 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
20

Report of Geotechnical Subsurface Exploration SUMMIT Project No. 5720.500
Old Charlotte Highway Multi -Family September 6, 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. 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
21

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
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.
22

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
6.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of Barnette Store,
LLC. This geotechnical subsurface exploration should not be relied upon by other parties without
the express written consent of SUNIlMT and Barnette Store, LLC.
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, SUNIlMT 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.
23

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
CELEBRATING 15 YEARS
SUMMIT Project No. 5720.500
September 6, 2019
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.G.
APPENDIX I — Figures

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Figure 1 Old Charlotte HwyMulti-Family CEEEBRATING 15 YEARS
Site Vicinity Map 4610 and 4612 Old Charlotte Highway
Monroe, North Carolin SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
3575 Centre Circle
Fort Mill, South Carolina 29715
SCALE: NTS SUMMIT Project No.: 5720.500 [phone]

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Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
CELEBRATING 15 YEARS
SUMMIT Project No. 5720.500
September 6, 2019
SUMMIT
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
­....E..... ­„.,o T- „.,,„. summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Standard Penetration Test
F-1 BLANK
® CL: USCS Low Plasticity Clay
FILL: Fill (made ground)
® MH: USCS Elastic Silt
MLS: USCS Sandy Silt
TOPSOIL: Topsoil
Ty.
PWR: Partially Weathered Rock
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL -LIQUID LIMIT (%) TV -TORVANE
PI -PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -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
1
Drilling, or as Shown
Water Level After 24
- Hours, or as Shown

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SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-1
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/19/19 COMPLETED GROUND ELEVATION 664 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a19.8' bqs
LOGGED BY D. Smith CHECKED BY T. Costner AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O of
m O>
0 20 40 60 80 100
0
�Z
U�
UZ
w
<
Lu
El FINES CONTENT (%)
0 20 40 60 80 100
664.0xxxx
Approx. 2" of Topsoil
SPT
4-5-5
(ML) FILL: (Cultivated Fill Soils)
1
(10)
........ ........ s........
Light Brownish Yellow Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM: I
4-10-13
SPT
........:........:........:........:........
Stiff Light Gray and Yellow Lean CLAY-----------1
2
(CL) Very Stiff Light Gray and Yellow Lean CLAY
(ML) Hard Light Olive Brown and Light Brown Sandy SILT with a
trace of Rock Fragments
SPT
15-22-28
3
(50)
5.0
669.0
........................................�>.
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Olive Brown and Yellow Sandy SILT with Rock Fragments
SPT
50
4
50/4"
>>
SPT
50
5
50/3"
10.0
:-
................. .....
654.0
»
SPT
50
'"
6
50/3"
................. : ....... .
15.0
-•
........�................. �........ �........
649.0
SPT
11-50
7
50/5"
>>
20.0
- ;"
19.8ft -
...... ...... ...... ...... ......
644.0
SPT
50
Bottom of Boring at 23.8 feet bgs, Boring Terminated
8
25.0
639.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-2
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC
PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500
PROJECT LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/19/19 COMPLETED
GROUND ELEVATION
663 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a12.7' bqs
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
0
a
O of
U�
m O>
0 20 40 60 80 100
El FINES CONTENT (%)
w
�Z
<
Lu
UZ
0 20 40 60 80 100
663.0xxxx
Approx. 2" of Topsoil
SPT
4-10-10
(ML) FILL: (Cultivated Fill Soils)
1
(20) ........ ........ s........
Light Brownish Yellow Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM:
I SPT
5-7-8
Very Stiff Light Gray and Yellow Lean CLAY---------1
-------------------
2
(15)
(CL) Stiff Light Gray and Yellow Lean CLAY
(ML) Very Stiff Yellow and Light Gray Sandy SILT with Clay
Seams
SPT
8-15-15...........................................
3
(30)
5.0
........:........:........:........:........
658.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Yellow and Light Gray Sandy SILT with a trace of
Rock Fragments
SPT
18-24-27
4
(51)........................................
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Yellow and Light Gray Sandy SILT with a trace of Rock
........ :........ :........ ;........ :... .....
Fragments
SPT
18-23-17........ ......... :........ ........ ........
5
(40)
10.0
........:. .......:.... ...: ........:........
653.0
(ML) Partially Weathered Rock (PWR) when sampled becomes
Yellow and Light Gray Sandy SILT with Rock Fragments
12.7ft -
SPT
50 »
6
50/5"............................................
15.0
-
648.0
Bottom of Boring at 18.6 feet bgs, Auger Refusal
SPT
50
7
50/1 "
20.0
643.0
25.0
638.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-3
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC
PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500
PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/19/19 COMPLETED
GROUND ELEVATION 666
ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a)_3.3' bqs
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING
---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING ---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O of
m O>
0 20 40 60 80 100
0
�Z
U�
UZ
w
<
Lu
El FINES CONTENT (%)
0 20 40 60 80 100
666.0xxxx
Approx. 2" of Topsoil
SPT
7-12-12
(ML) FILL: (Cultivated Fill Soils)
1
(24)........ ........ s........ ;........ ........
Light Brownish Yellow Slightly Clayey Slightly Sandy SILT
(ML) RESIDUUM:
SPT
7 10 12
Very Stiff White and Yellow Slightly Clayey Sandy SILT
2
(22)
(CL) Very Stiff Light Gray and Yellow Lean CLAY
(ML) Partially Weathered Rock (PWR) when sampled becom
Yellow and Light Gray Sandy SILT with Rock Fragments
SPT
7-12-50 ........................................
3
(50/4")
e.0
Bottom of Boring at 6.1 feet bgs, Auger Refusal
SPT
50
4
50/1 "
10.0
656.0
15.0
651.0
20.0
646.0
25.0
641.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-4
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/16/19 COMPLETED GROUND ELEVATION
665 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a9.7' bqs
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O� of
U
m O>
0 20 40 60 80 100
El FINES CONTENT (%)
w
(D
�Z
<
Lu
UZ
0 20 40 60 80 100
665.0xxxx
Approx. 2" of Topsoil
SPT
7-10-11
(ML) FILL: (Cultivated Fill Soils)
1
(21)
Light Gray Slightly Clayey Slightly Sandy SILT
(ML) RESIDUUM:
SPT
2
25 50........:........:.....................a
50/5"
Very Stiff Yellow and Light Gray Slightly Clayey Sandy SILT with
a trace of Rock Fragments
(ML) Partially Weathered Rock (PWR) when sampled becomes
Yellow and Light Gray Sandy SILT with Rock Fragments
SPT
19-25-38
(ML) Very Hard Yellow and Light Gray Sandy SILT with Rock
3
(63)
Fragments
660.0]s.o
" (ML) Partially Weathered Rock (PWR) when sampled becomes
Yellow and Light Gray Sandy SILT with Rock Fragments
SPT
50
4
50/4"
(ML) Very Hard Yellow and Light Gray Sandy SILT with Rock
.......:........
Fragments
SPT
16-24-28 ........ . ........ . ...................... .
5
(52)
0.0
9.7ft
-
........:........:................:........
655.0
(ML) Partially Weathered Rock (PWR) when sampled becomes
..........................................
Yellow and Light Gray Sandy SILT with Rock Fragments
Bottom of Boring at 13.6 feet bgs, Auger Refusal
SPT
50
6
15.0
650.0
20.0
645.0
25.0
640.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-5
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/16/19 COMPLETED GROUND ELEVATION 665 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING
--- GW NE ATD / Caved in Depth (a9.7' bqs
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING
---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING ---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O of
m O>
0 20 40 60 80 100
0
�Z
U�
UZ
w
<
Lu
El FINES CONTENT (%)
0 20 40 60 80 100
665.0xxxx
Approx. 2" of Topsoil
SPT
3-7-8
(ML) FILL: (Cultivated Fill Soils)
1
(15) ........ ........ s........
Light Gray Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM:
I SPT
4-9-16........:........:........:........:........
Stiff Light Brown and Light Gray Lean CLAY
----------------------------
12
(25)
(CL) Very Stiff Light Brown and Light Gray Lean CLAY
(ML) Partially Weathered Rock (PWR) when sampled becomes
SPT
36-50
Light Gray and Light Brown Sandy SILT with Rock Fragments
3
»
50/5"
5.0
.,,•
........ :.... .... :...... ..:........ :........
660.0
" (ML) Partially Weathered Rock (PWR) when sampled becomes
........................... ..
Light Olive Brown, Yellow and Light Gray Sandy SILT with Rock
SPT
21-50
Fragments
&L 4
»
50/5"
SPT
27-50 ........:........:........:........:....>. >
5
50/4"
10.0
9.7ft
-
655.0
Bottom of Boring at 13.6 feet bgs, Auger Refusal
SPT
50
15.0
650.0
20.0
645.0
25.0
640.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-6
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/16/19 COMPLETED GROUND ELEVATION 663 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a19.4' bqs
LOGGED BY D. Smith CHECKED BY T. Costner AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p
_
Q
Lu
w
U
a O
ry J
0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
U w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
663.0xxxx
Approx. 2" of Topsoil
SPT
1
3-5-5
(10)
........ ........ s........
(ML) FILL: (Cultivated Fill Soils)
Light Gray Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM: I
Stiff Light Brown and Light Gray Lean CLAY 1
3-4-5
SPT
(CL) Stiff Reddish Yellow and Light Gray Lean CLAY...........
:.................
(ML) Stiff Yellow and Light Gray Slightly Clayey Sandy SILT with
a trace of Rock Fragments and a seam of Lean CLAY
SPT
3-4-6
3
(10)
5.0
.......:........:........:........:........
658.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Stiff Moist Yellow, White, Light Gray and Light Olive
SPT
6-12-14
Brown Slightly Clayey Sandy SILT with a seam of Lean CLAY
4
(26)
............................
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Light Olive Brown, White and Light Gray Slightly
........ :........ :........;........ :... .....
SPT
13-19-19
Clayey Sandy SILT
5
(38)
1 0.0
........ :........ :........ : ........:........
653.0
..
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
(ML) Very Hard Light Olive Brown, White and Light Gray Slightly
...................... .....................
Clayey Sandy SILT
........ :........ :...... ............ .......
SPT
13-22-39
6
(61)
15.0
........ �..............._�.. ..... �........
648.0
_ ....:...... :........:. .....
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Olive Brown Slightly Clayey Sandy SILT with Rock
Fragments
7
16-38-50
(50/2")
20.0
-
19.4ft
................. ........ ........ :.... »
643.0
„•••
»
........:........:........:........:........
SPT
25-50
50/1"
Bottom of Boring at 24.1 feet bgs, Auger Refusal
8
25.0
638.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-7
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/16/19 COMPLETED GROUND ELEVATION 665 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a19.4' bqs
LOGGED BY D. Smith CHECKED BY T. Costner AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p
_
Q
Lu
w
U
a O
ry J
(D
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O� of
U
Lu
U w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
665.0xxxx
Approx. 2" of Topsoil
SPT
1
4-7-7
(14)
........ ........ s........
(ML) FILL: (Cultivated Fill Soils)
Light Gray Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM: I
Stiff Light Gray and Yellow Lean CLAY-----------1
6-8-11
SPT
2
....... ......... :........ :........ :........
(CL) Very Stiff Light Gray and Yellow Lean CLAY
....;......
(ML) Hard Yellow and Light Gray Sandy SILT with Rock
Fragments
SPT
12-20-23
........
3
(43)
5.0
........:. .......:... ....:........:........
660.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Yellow and Light Gray Sandy SILT with Rock
SPT
21-31-33
Fragments
4
(64)
........................................
SPT
20-26-32
5
(58)
10.0
........:........:........: ........:........
655.0
..................................... ......
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Olive Brown and Yellow Sandy SILT with Rock Fragments
........ :........:........ :........ »
:.......
SPT
6
50
50/5"
15.0
-
650.0
-
....... ..................
(ML) Very Stiff Light Olive Brown and Yellow Sandy SILT with
Rock Fragments
........:.......:........:........:........
SPT
12-14-14
20.0
19.4ft -
7
(28)
........:.................:........ :........
645.0fg
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Olive Brown and Yellow Sandy SILT with Rock Fragments
Bottom of Boring at 23.5 feet bgs, Auger Refusal SPT 50
8 (50/0")
25.0
640.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER B-8
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/19/19 COMPLETED GROUND ELEVATION
668 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
Lu
o
A SPT N VALUE A
p
U
}
U w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O� of
m O>
0 20 40 60 80 100
(D
�Z
U
UZ
w
<
Lu
El FINES CONTENT (%)
0 20 40 60 80 100
668.0
Approx. 3" of Gravel
SPT
8-14-15
(ML) RESIDUUM:
1
(29)
Very Stiff Light Olive Brown and White Slightly Clayey Sandy
SILT with trace Rock Fragments /
:........ :........
----------------------------
(ML) Very Hard Light Olive Brown and White Slightly Clayey
SPT
2
19-25-31
(56)
........ ......... ..... ...
Sandy SILT with Rock Fragments
(ML) Partially Weathered Rock (PWR) when sampled becomes
SPT
50
Light Brown and Light Gray Sandy SILT with Rock Fragments
..... ...... ..... ................
3
50/5"
5.0
.,,•
........:........:........:........:........
663.0
- - - - - - - - - - - - - - - - - - - - - - - - - - -
(ML) Partially Weathered Rock (PWR) when sampled becomes
-
Light Gray and Yellow Sandy SILT with Rock Fragments
SPT
50
4
50/3"
»
SPT
50
5
50/3"
10.0
658.0
(ML) Very Hard Light Gray and Yellow Sandy SILT with Rock
Fragments
........ : ........ :...... .......... : ....... .
SPT
21-27-32
6
(59)
15.0
........ �................. �.. ..... �........
653.0
Bottom of Boring at 18.5 feet bgs, Auger Refusal
SPT
50
7
(50/0")
20.0
648.0
25.0
643.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-9
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/16/19 COMPLETED GROUND ELEVATION 667 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a14.9' bqs
LOGGED BY D. Smith CHECKED BY T. Costner AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p
_
Q
>
w
U
a O
ry J
(D
MATERIAL DESCRIPTION
Lu
�w
J ED
a
�Z
<
o
}
>
O� of
U
LU
U w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
667.0
Approx. 2" of Topsoil
SPT
1
5-9-13
(22)
........:.....
(ML) RESIDUUM:
Very Stiff Light Olive Brown and White Slightly Clayey Sandy
21-39-50
(50/4")
-
SILT with trace Rock Fragments
SPT
2
...................................:.... ..
>
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Gray and Yellow Sandy SILT with Rock Fragments
>>
SPT
50
3
50/5"
s.o
- -
662.0
»
SPT
50
4
50/4"
;;-
...... ...... .....
>>
5
50
50/5"
10.0
,.��,
........:........:........: ........:........
657.0
»
SPT
6
21-50
50/315.0
14.9ft -
........ :........:........ :........ :........
652.0
SPT
7
50
50/5"
20.0
...... ...... ...... ...... ......
647.0
»
SPT
32-50
50/2"
Bottom of Boring at 24.2 feet bgs, Boring Terminated
8
zs.o
642.0

SUMMIT Engineering, Laboratory & Testing, P.C. BORING NUMBER B-10
Centre Circle
11AM1k
Fort Mill, South Carolina 29715 PAGE 1 OF 1
Fort
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT LOCATION Monroe, Union County, North Carolina
DATE STARTED 8/15/19 COMPLETED GROUND ELEVATION 666 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a14.5' bqs
LOGGED BY D. Smith CHECKED BY T. Costner AT END OF DRILLING ---
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location AFTER DRILLING ---
p
_
Q
Lu
w
U
a O
ry J
0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
U w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
666.0xxxx
Approx. 2" of Topsoil
SPT
1
3-5-6
(11)
........s........
(ML) FILL: (Cultivated Fill Soils)
Light Gray Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM: I
Stiff Moist Yellow Lean CLAY-------------1
---------------
5-6-8
(14)
SPT
2
(CL) Stiff Yellow and Light Gray Lean CLAY
(ML) Very Stiff Moist Yellow and Light Gray Slightly Clayey
Slightly Sandy SILT
SPT
7-13-16
3
(29)
5.0
........:. ...... :........:........:........
661.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Very Hard Light Olive Brown, Yellow and Light Gray Slightly
SPT
21-27-33
Clayey Slightly Sandy SILT with a trace of Rock Fragments
4
(60)
.......................................
>>
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Gray and Yellow Sandy SILT with Rock Fragments and thin
SPT
50
Clay Seams
5
50/5"
........:........:........:........:........
10.0
.,
........................... .................
656.0
-.
(ML) Partially Weathered Rock (PWR) when sampled becomes
Light Olive Brown, Light Gray and Yellow Sandy SILT with Rock
Fragments
SPT
6
17-26-50
(50/4")
15.0
-
= -
14.5ft
........ :........ :...... ..:........ :...... .
»
651.0
;•
>>
.................:........:........:........
SPT
7
28-50
50/1 "
20.0
:7
.................:........:........ :........
646.0
Bottom of Boring at 23.5 feet bgs, Auger Refusal SPT 50
8 (50/0")
25.0
641.o

SUMMIT Engineering, Laboratory & Testing, P.C.
Centre Circle
11AM1k
BORING NUMBER B-11
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC
PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500
PROJECT LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/14/19 COMPLETED
GROUND ELEVATION
663 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD / Caved in Depth (a6' bqs
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING --- GW> > 24 Hrs NE
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
p
_
Q
Lu
w
U
a O
ry J
0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80 100
PL MC LL
0 20 40 60 80 100
El FINES CONTENT (%)
0 20 40 60 80 100
663.0
Approx. 2" of Topsoil
SPT
1
4-8-9
(17)
........ ................. :......
(ML) FILL: (Cultivated Fill Soils)
Light Brownish Yellow Slightly Clayey Slightly Sandy SILT
(ML) RESIDUUM:
11-13-12
SPT
................ .............:........
Very Stiff Yellow and White Slightly Clayey Slightly Sandy SILT
2
(25)
(MH) Very Stiff Light Brown and Yellow Elastic SILT
(CL) Very Stiff Moist Gray and Light Brown Lean CLAY
SPT
6-9-14
........ :........ :........ :........ :........
3
(23)
5.0
........:. .. ....:........:........:........
658.0
(ML) Hard Sandy SILT with a trace of Rock Fragments
6ft -
SPT
14-17-26
4
(43)
........................ ............... .
— — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Hard Light Olive Brown, Yellow and Black Sandy SILT
— — —
with
........:........:.......;........:........
SPT
20-24-22
Rock Fragments
. ........ . ....................... .
5
(46)
10.0
653.0
Bottom of Boring at 10 feet bgs, Boring Terminated
15.0
648.0
20.0
643.0
25.0
638.0

SUMMIT Engineering, Laboratory & Testing, P.C.
Centre Circle
11AM1k
BORING NUMBER SWA
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF
1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC PROJECT
NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500 PROJECT
LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/14/19 COMPLETED GROUND ELEVATION
660 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING --- GW> > 24 Hrs NE
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
p
_
Q
Lu
w
U
a O
ry J
0
MATERIAL DESCRIPTION
Lu
�Lu
J ED
a
�Z
<
o
}
>
O of
U�
Lu
w
p Z Q
m O>
UZ
A SPT N VALUE A
0 20 40 60 80
100
PL MC LL
0 20 40 60 80
100
El FINES CONTENT (%)
0 20 40 60 80
100
660.0
Approx. 2" of Topsoil
SPT
1
5-8-10-13
(18)
(ML) FILL: (Cultivated Fill Soils)
Light Gray Slightly Clayey Slightly Sandy SILT
(CL) RESIDUUM:
........:.......:........:........:........
Very Stiff Yellow and Light Gray Lean CLAY /
----------------------------
(CL) Hard Yellow and Light Gray Lean CLAY with a trace of Rock
Fragments
SPT
2
10-171818
(35)
....:.................
10-16-16-19
(32)
5.0
SPT
3
655.0
>
(ML) Partially Weathered Rock (PWR) when sampled becomes
Gray, Yellow and Light Gray Sandy SILT with Rock Fragments
SPT
4
38-50
50/2"
=
»
SPT
5
25-50
50/2"
10.0
........:........:........;........:......
650.0
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
(ML) Partially Weathered Rock (PWR) when sampled becomes
SPT
50
Bluish Gray Sandy SILT with Rock Fragments
6
50/5"
----------------------------
(ML) Partially Weathered Rock (PWR) when sampled becomes
Greenish Gray Sandy SILT with Rock Fragments
........;.................................
SPT
7
26-50
50/4"
(ML) Hard Greenish Gray, White and Yellowish Red Sandy SILT
15.0
with Rock Fragments
SPT
8
19-19-19-22
(38)
645.0
Bottom of Boring at 16 feet bgs, Boring Terminated
20.0
640.0
25.0
635.0

SUMMIT Engineering, Laboratory & Testing, P.C.
BORING NUMBER SW-2
Centre Circle
11AM1k
Fort
Fort Mill, South Carolina 29715
PAGE 1 OF 1
SUMMIT 704.504.1717
summitcompanies.com
CLIENT Barnette Store, LLC
PROJECT NAME Old Charlotte Highway Multi -Family
PROJECT NUMBER 5720.500
PROJECT LOCATION
Monroe, Union County, North Carolina
DATE STARTED 8/14/19 COMPLETED
GROUND ELEVATION
663 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT
GROUND WATERICAVE-IN:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING --- GW NE ATD
LOGGED BY D. Smith CHECKED BY T. Costner
AT END OF DRILLING --- GW> > 24 Hrs NE
NOTES See Figure 2 "Boring Location Plan" for Approx. Boring Location
AFTER DRILLING
---
Lu
o
A SPT N VALUE A
p
U
}
w
0 20 40 60 80 100
PL MC LL
_
Q
a O
MATERIAL DESCRIPTION
�Lu
J ED
>
p Z Q
Lu
ry J
a
O of
m O>
0 20 40 60 80 100
0
�Z
U�
UZ
w
<
Lu
El FINES CONTENT (%)
0 20 40 60 80 100
663.0
Approx. 2" of Topsoil
(ML) FILL: (Cultivated Fill Soils)
SPT
6-12-12-16 ........:...... :................. :........
Light Gray Slightly Clayey Slightly Sandy SILT
1
(24)
(CL) RESIDUUM:
........:.......:........:........:........
Very Stiff Yellow and Light Gray Lean CLAY
/
— — — — — — — — — — — — — — — — — — — — — — — — — — — — SPT
(CL) Very Stiff Yellow and Light Gray Lean CLAY with a trace of
9-13-15-15 ....:.................
Rock Fragments
2
(28)
5.0
SPT
3
7-8-10-18
(18)
658.0
(ML) Partially Weathered Rock (PWR) when sampled becomes
SPT
50
Yellow and Light Gray Sandy SILT with Rock Fragments
4
50/5"
Bottom of Boring at 8.1 feet bgs, Auger Refusal
SPT
50
5
10.0
653.0
15.0
648.0
20.0
643.0
25.0
638.0

Report of Geotechnical Subsurface Exploration
Old Charlotte Highway Multi -Family
SUMMIT Project No. 5720.500
September 6, 2019
44
7
I&
CEL-EBRATfNG 15 YEARS
SUMMIT
ENGINEERING, LABORATORY & TESTING, P.C.
APPENDIX 3 — ReMi Test Results

eRanHc 15 Yam+
/1AMME&
SUMMIT
f NGI N E EKING. LABORATORY & 7EST.NG. P.C.
Old Charlotte Hwy Multi Family, Monroe, NC: Vs Model
I
0
-10
-20
-30
-40
-50
o�
A
-60
-70
-80
-90
-100
1000 2000 3000 4000 5000 6000 7000 8000
Shear -Wave Velocity, ft/s

6000.00
y 5500.00
c 5000.00
4500.00
4000.00
3500.00
3000.00
eke 2500.00
2000.00
1500.00
1000.00
500.00
0.00
4E�sRAnNG 15 YLA
/ AMEMNOL
SUMMIT
ENGINEERING. LABORA"RY m 7?371"G. R.C.
Old Charlotte Hwy Multi Family, Monroe, NC
Dispersion Curve Showing Picks and Fit
0 0.05 0.1 0.15 0.2 0.25
Period, s
p-f Image with Dispersion Modeling Picks
Slowness