SW3230302_Soils/Geotechnical Report_20230314 (2)

REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION
PROPOSED 64 ACRE WINGATE TRACT SUBDIVISION
PHIFER ROAD
WINGATE, NORTH CAROLINA
NewTech PROJECT NO. 124.003
Prepared For:
Mr. Perry Crooke
Tramar Global, LLC
PO BOX 2129
Monroe, NC 28111
Email: [e-mail]
Prepared By:
NewTech Engineering, PLLC
2630 South Tryon Street — Suite F
Charlotte, North Carolina 29203
March 13, 2021

NEWTECH Engineering, PLLC
March 13, 2021
Mr. Perry Crooke
Tramar Global, LLC
PO Box 2129
Monroe, NC 28111
704-957-5877
Email: [e-mail]
Subject: Report of Geotechnical Subsurface Exploration
Proposed 64-Acre Wingate Tract Subdivision
Phi fer Road
Wingate, North Carolina
NewTech Project No. 124.003
Dear Mr. Crooke:
NewTech Engineering, PLLC (NewTech) has completed a geotechnical subsurface exploration for
the proposed 64-Acre Wingate Subdivision project located on Phifer Road in Monroe, North
Carolina. This subsurface exploration was performed in general accordance with our Proposal No.
P2021-007-G dated February 19, 2021. 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.
NewTech 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,
NEWTECH Engineering, PLLC
Sulayman Janneh
Construction Services Manager
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Kerry C. Cooper, PE
President
NewTech NC Certificate of Authorization No. P-2236
2630 South Tryon Street — Suite F • Charlotte, North Carolina 28203 • 704.258.3755
www.newtechgeo.com

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
TABLE OF CONTENTS
SECTION Page
EXECUTIVE SUMMARY
1.0
INTRODUCTION...........................................................................................................
I.I.
Site and Project Description...................................................................................
1.2.
Purpose of Subsurface Exploration........................................................................
2.0
EXPLORATION PROCEDURES.................................................................................
2.1.
Field Exploration....................................................................................................
3.0
AREA GEOLOGY AND SUBSURFACE CONDITIONS ...........................................
3.1.
Physiography and Area Geology.............................................................................
3.2.
Generalized Subsurface Stratigraphy.......................................................................
3.2.1. Surface Materials......................................................................................
3.2.2. Alluvial Soils.............................................................................................
3.2.3. Existing Fill Soils......................................................................................
3.2.4. Residual Soils............................................................................................
3.2.5. Partially Weathered Rock and Auger Refusal ..........................................
3.2.6. Groundwater Level Measurements...........................................................
4.0
EVALUATIONS
AND RECOMMENDATIONS.........................................................
4.1.
General.....................................................................................................................
4.2.
Shallow Foundation Recommendations...................................................................
4.3.
Retaining Wall Recommendations (if used)............................................................
4.4.
Low to Moderate Plasticity Moisture Sensitive Soils (ME and CL).......................
4.5.
Wet Weather Conditions..........................................................................................
4.6.
Floor Slabs...............................................................................................................
4.7.
Pavements Subgrade Preparation.............................................................................
4.8.
Cut and Fill Slopes...................................................................................................
5.0
CONSTRUCTION CONSIDERATIONS......................................................................
5.1.
Abandoned Utilities/Structures................................................................................
5.2.
Site Preparation........................................................................................................
5.3.
Difficult Excavation.................................................................................................
5.4.
Temporary Excavation Stability..............................................................................
5.5.
Structural Fill...........................................................................................................
5.6.
Suitability of Excavated Soils for Re-Use...............................................................
5.7.
Engineering Services During Construction..............................................................
6.0
RELIANCE
AND QUALIFICATIONS OF REPORT .................................................
APPENDIX 1 - Figures
Site Vicinity Map (Figure 1)
Test Location Plan (Figure 2)
APPENDIX 2 - Boring Logs
Ai
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1
2
3
3
4
4
4
5
5
5
6
6
9
10
10
10
11
12
13
13
14
14
16
16
16
17
18
19
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Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
EXECUTIVE SUMMARY
NewTech has completed a geotechnical subsurface exploration for the proposed 64 Acre Wingate
Subdivision project. A vicinity map showing the project's general location is shown on Figure 1
provided in Appendix 1. 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. This exploration consisted of Thirty -One (3 1) soil
test borings (identified as B-1 through B-31) and ten (10) offset borings (identified as B-#B O/S).
The approximate test locations are shown on 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 an estimated thickness ranging from approximately 3 to 8 inches.
• Alluvial Soils - Alluvial (water -deposited) soils were not encountered beneath the ground
surface in any of the borings.
• Fill Soils — Fill (disturbed) soils were encountered in 2 of the 41 borings (B-14 and B-16) at
approximate depths of 3.5 and 1 foot below the existing ground surface, respectively. These fill
soils generally consisted of elastic silts (MH). The Standard Penetration Resistances (SPT N-
values) in the fill soils was 3 blows per foot (bpo.
• Residual Soils - Residual (undisturbed) soils were encountered below the surface materials or
fill soils and extended to the maximum boring termination depths or to the top of partially
weathered rock or auger refusal. These residual soils generally consisted of sandy silts (ML),
elastic silts (MH), silty sands (SM), lean clays (CL) and fat clays (CH). The Standard
Penetration Resistances (SPT N-values) in the residual soils ranged from 3 to 85 blows per foot
(bpo-
• Partially Weathered Rock (PWR) and Auger Refusal Partially weathered rock (PWR)
was encountered in 22 of the 41 borings and offset borings at approximate depths ranging from
0.25 feet to 14.5 feet below existing ground surface. Auger refusal conditions were encountered
in 35 of the 41 borings and offset borings at approximate depths ranging from 1.1 to 13.5 feet
below existing ground surface.
• Groundwater Levels - Groundwater was observed in Borings B-28 and B-30 at the time of
drilling at an approximate depth of 3.5 feet below the existing ground surface. After waiting at
least 24-hours groundwater was observed in Borings B-28, B-30 and B-31 at approximate
depths of 2.5, 1.3 and 5.2 feet below the existing ground surface
Foundation Support - Based on the results of our borings, 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 soils with N-values less than 8 bp£ An allowable net bearing pressure of up to
3,000 pounds per square foot (pso 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.
11

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13. 2021
• Special Construction Considerations: Special considerations are warranted concerning soils
with SPT N-values less than 8 bpf in the Borings and PWR/Auger Refusal Conditions.
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 inspected in the field by the Geotechnical Engineer -of -Record
and/or their designee prior to remediation. Additional testing such as test pit excavations and/or
hand auger borings may be required in order to further explore these soil conditions, depths and
locations.
o Soils with SPT N-values less than 8 bpf. Soils that exhibited SPT N-values less than 6 bpf are
considered not suitable to support the proposed construction. These soil conditions were
generally encountered in Borings B-12, B-14 and B-19 within three (3) feet of the existing
ground surface.
o Difficult Excavation and Auger Refusal: Partially Weathered Rock/Difficult Drilling was
encountered in 21 of the 41 borings (0.25 Ft to 14.5 Ft) performed for this exploration.
Auger Refusal was encountered in 35 of the 41 borings (1.1 to 13.5 Ft).
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 in its entirety and the recommendations described therein.
in

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
1.0 INTRODUCTION
1.1. Site and Project Description
The subject site is located off Phifer Road in Wingate, North Carolina. A Site Vicinity Map showing
the project's general location is shown on Figure 1 provided in Appendix L We understand that the
Client plans to develop a residential subdivision which includes approximately 64 mostly cleared
agricultural acres with a proposed 152 single family lots, 10 multi -family buildings, roadways, utilities and
two (2) permanent BMP ponds. The parcels being developed by the Client are identified as Union County
Parcel Numbers 02242027 (+/- 40.22 Ac), 02242027A (+/- 15.30 Ac), 02242027B (+/-0.72 Ac.), 02242026
(+/- 8.10 Ac ) with a total of approximately +/- 64.34 Ac. NEWTECH was provided the following
information: A plan prepared by Plott Hound Engineering, PLLC titled "Wingate Subdivision Overall
Subdivision Layout Sketch Plan dated February 27, 2021 that indicated the configurations of the proposed
construction planned for this project.
At the time of report preparation, NEWTECH had not been provided structural details of the planned
construction indicating proposed structural loads and the type of foundation system. For this report,
NEWTECH 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 2
kips per foot and column loads on the order of 10 to 15 kips.
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Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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:
• General subsurface conditions,
• Boring logs and an approximate "Test 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,
2

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
2.0 EXPLORATION PROCEDURES
2.1. Field Exploration
On March 4, 2021, NEWTECH visited the site to observe the excavation of five (5) test pits
(identified as TP-1 through TP 5). A Summary of Geotechnical Services (Test Pit Observations)
report dated March 5, 2021 was previously submitted summarizing the findings of the test pits.
NEWTECH visited the site again on March 29 through April 6, 2021 and performed a subsurface
exploration that consisted of thirty-one (31) soil test borings (identified as 13-1 through B-31) and
ten (10) offset borings (identified as B-#B O/S) . The approximate locations of the borings are
shown on the Figure 2 - "Test 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 test locations were not surveyed, the location
of the tests should be considered approximate.
The soil test borings were performed using a track -mounted Dietrich D-50 drill rig and extended to
approximate depths of 1.1 to 15 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 for the borings. 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 NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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
deposited 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 these 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 stratification lines
designating the interface between various strata represents 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.
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Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
3.2.1. Surface Materials
Surficial organic (topsoil) soils were observed at the existing ground surface of the borings
with an estimated thickness ranging from approximately 3 to 8 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 thickness of surface materials at the site should be expected to vary, and
measurements necessary for detailed quantity estimation were not performed for this report.
For planning purposes, we suggest considering a topsoil thickness of about 12 inches to
account for existing vegetation and shallow roots.
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. NEWTECH 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. Alluvial Soils
Alluvial (water -deposited) soils were not encountered beneath the surface materials in any
of the borings completed for this exploration. Alluvial soils are typically located near rivers
and streams and although not encountered in this exploration they may be encountered near
the creeks that cross the site during grading operations. If encountered the Geotechnical
Engineer of Record or their authorized representative should be contacted for
recommendations.
3.2.3. Existing Fill Soils
Fill (disturbed) soils were encountered in 2 of the 31 borings (B-14 and B-16) at
approximate depths of 3.5 and 1 foot below the existing ground surface, respectively. These
fill soils generally consisted of elastic silts (MH). The Standard Penetration Resistances
(SPT N-values) in the fill soils was 3 blows per foot (bpf). Even though fill soils were only
encountered in two borings during this exploration, there is a possibility of existing fill soils
5

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13. 2021
and deleterious inclusions within the in -place soils existing on the site. If fill soils are
encountered during construction, the fill soils should be inspected by the Geotechnical
Engineer of Record, or their authorized representative, with respect to the criteria outlined
in Section 5.0 of this report.
3.2.4. Residual Soils
Residual (undisturbed) soils were encountered below the surface materials or rill soils and
extended to the maximum boring termination depth or the top of partially weathered rock
(PWR) or auger refusal. These residual soils generally consisted of firm to very hard sandy
silts (ML), soft to very stiff elastic silts (MH), medium dense to very dense silty sands (SM),
soft to very hard lean clays (CL) and very stiff fat clays (CH). The Standard Penetration
Resistances (SPT N-values) in the residual soils ranged from 3 to 85 bpf.
3.2.5. Partially Weathered Rock and Auger Refusal
Partially weathered rock (PWR) and auger refusal conditions were encountered in 39 of the
borings and offset borings performed for this exploration. PWR is defined as soil -like
material exhibiting SPT N-values in excess of 100 bp£ Auger refusal is defined as material
that could not be penetrated by the drilling equipment used during our field exploration.
The table on the following page summarizes the depths PWR, Hard drilling and/or Auger
Refusal were encountered.
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Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
SUMMARY OF PWR/DIFFICULT DRILLING AND AUGER REFUSAL
CONDITIONS ENCOUNTERED
Boring
Number
PWR Depth/Hard
Drilling
(ft-bgs)
Auger Refusal Depth
(ft-bgs)
B-1
3.5
3.7
B-1B O/S
--
3.4
B-2
6
8.7
B-3
--
3.5
B-3B O/S
--
2.7
B-4
3.5
5.5
B-5
--
13.5
B-6
6
8.8
B-7
--
--
B-8
--
3.7
B-9
1.5
2.5
B-911 O/S
--
3.1
B-10
--
3.6
B-10B O/S
--
3
B-11
--
2.5
B-11B O/S
6.5 to 8.5
--
B-12
6.5
8
B-13
8.5
--
B-14
6 to 8.5 and 13.5
--
B-15
--
3.6
B-15B O/S
--
2.7

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
Boring
Number
PWR Depth/Hard
Drilling
(ft-bgs)
Auger Refusal Depth
(ft-bgs)
B-16
--
3.7
B-16B O/S
8.5
11.2
B-17
2
5.7
B-18
14.5
--
B-19
3.5
--
B-20
1.5 to 6
8.7
B-21
--
9.1
B-22
--
1.1
B-22B O/S
--
8.1
B-23
3.5
5.8
B-24
6 to 8.5
12.4
B-25
6
12
B-26
--
2.9
B-26B O/S
0.25
2.5
B-27
0.25
3.7
B-27B O/S
0.25
3
B-28
3.5
5.8
B-29
6
7.3
B-30
--
6.1
B-31
--
6.2

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
3.2.6. Groundwater Level Measurements
Groundwater was observed in Borings B-28 and B-30 at the time of drilling at an
approximate depth of 3.5 feet below the existing ground surface. After waiting at least 24-
hours groundwater was observed in Borings B-28, B-30 and B-31 at approximate depths of
2.5, 1.3 and 5.2 feet below the existing ground surface, respectively. It should also be noted
that these water levels are in close relation to the top of Partially Weathered Rock (PWR)
and could be perched water and not an indication of the permanent groundwater level.
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 NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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, NEWTECH 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. NEWTECH 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 soils with N-values less than 6 bp£ An
allowable net bearing pressure of up to 3,000 pounds per square foot (pso 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 NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
To avoid punching type bearing capacity failure, we recommend wall foundation widths of 18
inches or more. Exterior foundations and footings 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 inspected by the
Geotechnical Engineer -of -Record or their 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 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 (if used)
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. NEWTECH 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
(psf)
(deg)
(pci)
(Ka)
(Kp)
(Ko)
Friction
Residuum
2,000
280
200
0.361
2.77
0.531
0.4
Fill
2,000
240
150
0.421
2.37
0.593
0.4
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Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
Soils classified as elastic silts (MH) and/or fat clays (CH) shall not be used for wall backfill or in
the retained zone as shown in Table 1610.1 of the 2018 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 and make any necessary changes to our recommendations. Also, we recommend an
external stability analysis (including global stability) of the proposed wall(s) be conducted once the
site layout and wall geometry are complete.
4.4 Low to Moderate Plasticity Moisture Sensitive Soils (MH and CL)
Low to moderate plasticity and moisture sensitive (MH — elastic silt and CL — lean clay) soils were
encountered in twenty-three of the forty-one borings and offset borings completed 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
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 their
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 NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
4.5 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.
NEWTECH 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.
4.6 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 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.
13

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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.
4.7 Pavement Subgrade Preparation
The pavement sections can be adequately supported on approved 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 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 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.
Where low to medium plasticity soils are encountered, remediation of pavement subgrade soils may
be recommended (as determined by the Geotechnical Engineer during construction) including
undercutting and replacement with additional NCDOT Graded Aggregate Base Course (ABC)
stone. Alternatively, lime stabilization of pavement subgrade may be a more economical option and
NEWTECH 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.
4.8 Cut and Fill Slopes
Permanent project slopes should be designed with geometry of 3 horizontal to 1 vertical (31-1:1V)
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 constructed utilizing properly
compacted, structural fill according to the recommendations provided in this report. In addition, fill
14

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13. 2021
slopes should be overbuilt and cut to finished grade during construction to achieve proper
compaction on the slope face. All slopes should be seeded, stabilized and maintained after
construction and adhere to local, state and federal municipal standards, if applicable.
Immediately prior to constructing the project slopes, 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. Structural fill should not be
placed on a subgrade with a slope steeper than 5 horizontal to I vertical (SH:IV), unless the fill is
confined by an opposing slope, such as in a ravine. Otherwise, where steeper slopes exist, the
subgrade should be benched to allow for fill placement on a horizontal surface.
15

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
5.0 CONSTRUCTION CONSIDERATIONS
5.1. Abandoned Utilities/Structures
NEWTECH recommends that any existing utility lines and foundations be removed from within
proposed building and pavement areas. The utility backfill and foundation material should be removed
and the subgrade in the excavations should be inspected by a geotechnical professional prior to fill
placement. The subgrade inspection should consist of visual observations, probing with a steel rod
and/or performing hand auger borings with Dynamic Cone Penetrometer tests to explore their
suitability for receiving structural fill. Once the excavations are inspected 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 soils with N-values less than 6 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 explore these
soil conditions, depths and locations.
Topsoil, organic laden/stained soils, 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, pavement, parking areas, slope 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.

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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 shallow
general excavation for footings and utilities will be possible with conventional excavating
techniques. We anticipate that the residual soils encountered in the soil borings can be excavated
using pans, scrapers, backhoes, and front end loaders. However Partially Weathered Rock (PWR)
was encountered in 22 of the 41 borings completed and Difficult Excavation should be expected in
these areas. Auger Refusal was encountered in 35 of the 41 borings and depending on excavation
depths blasting could be required.
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.
17

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
The table below may be used as a quick reference for rippability of in -place materials.
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.
Blasting and/or removal with impact
50/3" < N-Value
N-values more than 50 blows
hammers is typically required to excavate
per 3 inches of penetration
these materials.
*This table is for general information only. Actual rippability is dependent upon many other factors as stated
above.
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 single shank power
ripper (or by a Cat 325 hydraulic backhoe, or equivalent) without the use of drilling
and blasting. Boulders or masses of rock exceeding 112 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.
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.
18

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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 30 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, MH, 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 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 (f2
percent). 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 (12 percent). Some manipulation of the moisture content (such as wetting, drying) may be
required during the filling operation to obtain the required degree of compaction.
19

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
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.
Structural Fills Greater than 10 feet Discussions: Soil undergoes both primary and secondary
consolidation (compression of the soil). Primary consolidation can take place over a short-term
during the mechanical compacting process. Secondary consolidation can take place over a long term
after the compaction process is complete and the permanent loads are in place. The amount of
secondary consolidation which can be expected increases with the depth of fill soils and structure
loads. Therefore, in order to reduce secondary consolidation, we recommend when either mass fills
or utility lines are more than 10 feet deep, the fill/backfill material below 10 feet should be compacted
to at least 98 percent of standard Proctor maximum dry density (ASTM D 698) and within 2
percentage points of the material's optimum moisture content. The portion of the fill/backfill
shallower than 10 feet should be compacted as outlined above.
Another option is to monitor the settlement with settlement plates embedded at the proposed
subgrade level. After the magnitude and rate of settlement are within acceptable levels, then
foundation and slab -on grade construction may commence. Based on our previous experience and
dependent on soil types at the site, we anticipate the time required to reduce settlements to an
acceptable level may be on the order of 30 to 120 days.
5.6. Suitability of Excavated Soils for Re -Use
The soils encountered during this exploration should be suitable to be used as structural fill material
provided the recommendations in this report are implemented. We recommend structural fill be
compacted to at least 95% of the soil's Standard Proctor Maximum Dry Density. Non-structural
fill should be compacted to at least 92 % of the soil's Standard Proctor Maximum Dry Density to
reduce settlement of the fill soils particularly over utility trenches. Suitable fill soil should classify
as either CL, ML, MH, SC, SM, SP, SW, GC, GM, GP or GW per ASTM D-2487 with a Plasticity
Index less than 30 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 percent).
20

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
5.7. Engineering Services During Construction
As previously stated, 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 and the 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.
21

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
6.0 RELIANCE AND QUALIFICATIONS OF REPORT
This geotechnical subsurface exploration has been provided for the sole use of Tramar Global, LLC.
This geotechnical subsurface exploration should not be relied upon by other parties without the
express written consent of NEWTECH and Tramar Global, 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, NEWTECH 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.
22

Report of Geotechnical Subsurface Exploration
NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
APPENDIX 1
FIGURES
Figure 1— Site Vicinity Map
Figure 2 — Test Location Plan

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10
I I

Report of Geotechnical Subsurface Exploration NEWTECH Project No. 124.002
Proposed 64 Ac Wingate Tract Subdivision March 13, 2021
APPENDIX II
Boring Logs

Project: 64 Acre Wingate Tract
Key to Log of Boring
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
U
(D
N
.-.
d
E
C
N
N
d
C
N
F
Z
m
F
0
N
a
W
o
U)
(n
U)
2
U
COLUMN DESCRIPTIONS
MATERIAL DESCRIPTION I REMARKS AND OTHER
1 Elevation (feet): Elevation (MSL, feet). 6 Material Type: Type of material encountered.
2 Depth (feet): Depth in feet below the ground surface. 7 Graphic Log: Graphic depiction of the subsurface material
LIJ Sample Type: Type of soil sample collected at the depth interval encountered.
shown. ® MATERIAL DESCRIPTION: Description of material encountered.
eSample
Number: Sample identification number. May include consistency, moisture, color, and other descriptive
Sampling Resistance, blows/ft: Number of blows to advance driven text.
sampler one foot (or distance shown) beyond seating interval �9 REMARKS AND OTHER TESTS: Comments and observations
using the hammer identified on the boring log. regarding drilling or sampling made by driller or field personnel.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
MATERIAL GRAPHIC SYMBOLS
® Fat CLAY, CLAY w/SAND, SANDY CLAY (CH)
® Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)
AF
Grass and/or topsoil
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
GENERAL NOTES
HA/DCP
Grab Sample
'2.5-inch-OD Modified
California w/ brass liners
Hand Auger/DCP
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
In
SILT, SILT w/SAND, SANDY SILT (MH)
® SILT, SILT w/SAND, SANDY SILT (ML)
Partially Weathered Rock
® Clayey SAND (SC)
® Silty SAND (SM)
OTHER GRAPHIC SYMBOLS
Pitcher Sample Water level (at time of drilling, ATD)
2-inch-OD unlined split Water level (after waiting)
spoon (SPT) Minor change in material properties within a
Shelby Tube (Thin -walled, stratum
fixed head) — - Inferred/gradational contact between strata
— 9 - Queried contact between strata
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual Iithologic changes maybe
gradual. Field descriptions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
NNNAY Figure B-1

Project: 64 Acre Wingate Tract
Log of Boring B-1
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-1 B OS
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.4 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-2
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 8.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
y�V

Project: 64 Acre Wingate Tract
Log of Boring B-3
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-3B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-4
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 5.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
N
•-•
a
E
O
O
Of
N
O_
O)
_
C
N
F
C
Z
Q1
F
J
D
>
a
E
E
E 3
w
o
rn
rn
rn -0
C7
0
1 1 20
MATERIAL DESCRIPTION
4 In. of Topsoil
RESIDUUM: Very Stiff Orange Red Grey Sandy SILT with
rock fragments
PV'K Q PARTIALLY WEATHERED ROCK (PWR): When sampled
z 50/4.25" becomes tan orange grey silty sand
— — — — — — — — — — — — — 5 —
PWR p PARTIALLY WEATHERED ROCK (PWR): When Sampled
Q becomes tan silty sand
Auger Refusal @ 5.5 Ft
3 50/0.5
10
15
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-5
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 13.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-6
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth $ $ Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-7
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 15 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
y�V

Project: 64 Acre Wingate Tract
Log of Boring B-8
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-9
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-9B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.1 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-10
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.6 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
y�V

Project: 64 Acre Wingate Tract
Log of Boring B-10B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-11
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-11 B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 15 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Backfil I
Location See Figure 2 (Offset 10 Ft West)
U
(D
_
N
a
N
E
O
O
Q)
Of
N
o
w
C
N
F
C
Z
m
F
J
6
>
a
E
E
E 3
w
p�
rn
rn
U) —�°
g
O
MATERIAL DESCRIPTION
REMARKS AND OTHER TEST
0
Auger Probe to 2.5 Ft
Stiff Tan Orange Grey Lean CLAY with rock fragments
1 1 14
s
z sas. s' PwR PARTIALLY WEATHERED ROCK (PWR): When sampled
p becomes Tan Sandy Clay
Q
3 1 33
10
cL M Hard Orange Grey Sandy CLAY with rock and sand seams
Same, Very Stiff
1s� 4 I 27
Boring Terminated @ 15 Ft

Project: 64 Acre Wingate Tract
Log of Boring B-12
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth $ Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
•-•
a
N
E
O
O
O
O
N
O_
O)
_
C
Z
01
F>
J
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>
a
E
E
E 3
w
p�
rn
rn
U) —�°
O
MATERIAL DESCRIPTION
REMARKS AND OTHER
0
Grass
8 in. of Topsoil
cL
RESIDUUM Soft Orange Tan Lean CLAY
1
3
ML
Very Stiff Grey Orange Sandy SILT
2
21
ML
Very Stiff Grey Orange White Sandy SILT with rock
5
fragments
— — — — — — — — — — — — — —
PWR PARTIALLY WEATHERED ROCK (PWR): When sampled
3 50/4.5" becomes Tan Orange White Sandy Silt
4 50/2.25" Auger Refusal @ 8 Ft
10
15
20

Project: 64 Acre Wingate Tract
Log of Boring B-13
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 9.3 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
N
•-•
a
E
O
O
O
N
O_
O)
_
C
Z
01
F>
J
D
>
a
E
E
E 3
w
o
U)
U)
U)
C7
0
1 10
2 13
5
ML
3 25
PWR
4 50/3.25"
10
15
20
MATERIAL DESCRIPTION
4 in. of Topsoil
- - - - - - - - - - - - - - -
RESIDUUM: Stiff Orange Tan Grey Sandy SILT
- - - - - - - - - - - - - - -
Very Stiff Orange Grey Black Sandy SILT with rock
fragments
PARTIALLY WEATHERED ROCK (PWR): When sampled
becomes Tan Sandy Silt
Boring Terminated @ 9.3 Ft
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-14
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 14.3 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
_
N
•-•
a
E
O
O
Of
N
d
_
C
N
F
C
Z
m
F
J
6
>
a
E
E
E 3
w
o
U)
U)
U)
C7
0
1 1 3
2 1 13
5
MATERIAL DESCRIPTION I REMARKS AND OTHER
4 in. of Topsoil "I
FILL (Disturbed Soil): Soft Tan Orange Grey Elastic SILT 11
with rock fragments
- - - - —RESIDUUM: Tan Orange Elastic SILT with black seams
- - - - - - - - - - - - - -
PWR Q PARTIALLY WEATHERED ROCK (PWR): When sampled
3 50/4'' becomes Tan Sandy Silt
p
Q
MLMr
eryHard Tan SandySILT with blackandgrey seams and
431 ck fragments
10
- - - - - - - - - -
PWR PARTIALLY WEATHERED ROCK (PWR): When sampled
s soi3.s' p becomes Tan Black Grey Silty SAND
1s
Boring Terminated @ 14.3 Ft

Project: 64 Acre Wingate Tract
Log of Boring B-15
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.6 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
y�V

Project: 64 Acre Wingate Tract
Log of Boring B-15B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-16
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-16B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/29/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 11.2 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-17
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 5.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-18
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 15 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
N
•-•
a
E
O
O
Of
N
O_
O)
_
C
N
H
C
Z
Q1
F
J
D
>
a
E
E
E 3
w
o
U)
U)
U)
C7
0
MH
1
12
ME
2
55
5
ML
3
25
3
68
F
10
5 1 50/5" 1 PWR
15
20
MATERIAL DESCRIPTION REMARKS AND OTHER
4 in. of Topsoil
RESIDUUM: Firm Grey Tan Orange Elastic SILT with black
seams
Stiff Grey Tan Orange Elastic SILT with black seams
Very Hard Tan Grey Orange Sandy SILT with black seams
Very Stiff Orange Tan Sandy SILT with grey clay seams
Very Hard Tan Orange Sandy SILT with grey and black
seams
PARTIALLY WEATHERED ROCK (PWR): When sampled
becomes Tan Orange Sandy Silt
Boring Terminated @ 15 Ft

Project: 64 Acre Wingate Tract
Log of Boring B-19
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/31/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 8.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
Cn
a
E
rn
N
7
Of
Z
m
>
a
E
E
E 3
w
o
U)
U)
U) -0
0
1 5
2 50/6''
s
3 50/5"
3 50/3"
10
15
20
� U
7
O MATERIAL DESCRIPTION REMARKS AND OTHER
rass 8 in. of Topsoil
L RESIDUUM: Very Soft Orange Tan Lean CLAY with rock
fragments
Firm Orange Tan Lean CLAY with rock fragments
Q PARTIALLY WEATHERED ROCK (PWR): When sampled
el becomes Tan Grey Silty Sand
i7
i7
11
Boring Terminated @ 8.7 Ft

Project: 64 Acre Wingate Tract
Log of Boring B-20
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 8.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
Cn
a
E
rn
N
7
Of
Z
m
>
a
E
E
E 3
w
o
U)
U)
U) -0
0
1 50/6"
2 50/5.75
5
3 32
4 50/2.25''
10
15
20
m MATERIAL DESCRIPTION
x , 4 in. of Topsoil
/ RESIDUUM: Very Stiff Orange Tan Lean CLAY with grey
seams and rock fragments
PARTIALLY WEATHERED ROCK (PWR): When sampled
Q becomes Tan Orange Lean Clay
11
11
Hard Tan Grey Orange Lean CLAY with rock fragments
Auger Refusal @ 8.7 Ft
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-21
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 9.1 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-22
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 1.1 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-22B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 9.1 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Backfil I
Location See Figure 2 (Offset 15 Ft East)
U
(D
N
_
•-•
a
N
E
C
O
O
O
Of
N
O_
O)
J
C
N
H
Z
Q1
F
D
>
a
E
E
E 3
w
p�
rn
rn
U) —�°
O
MATERIAL DESCRIPTION
0
of Topsoil
ESIDUUM: Firm Grey Orange Fat CLAY with rock
4Grass4in.
agments
—————————————-
1
25ery
Stiff Grey Orange Fat CLAY with rock fragments
ense Tan Grey Silty SAND J
2 49
5
3 46
4 50/0.5"
10
15
20
Hard Orange Tan Silty SAND with rock fragments and
black seams and grey clay seams
Auger Refusal @ 8.1 Ft
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-23
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 5.8 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
C
(D
N O
N -0 O
aE (D
7
H Z p
E E E 3
U) U) U
0
1 52
2 50/5.5
5
3 50/2"
10
15
20
O_ U)
F J
� U
L
N a
MATERIAL DESCRIPTION
;rays 4 in. of Topsoil
MH RESIDUUM: Soft Tan Grey Elastic SILT with grey seams
SM Very Dense Tan Grey Orange Silty SAND with rock
fragments
Q PARTIALLY WEATHERED ROCK (PWR): When sampled
el becomes Tan Orange Silty Sand
11
Auger Refusal @ 5.8 Ft
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-24
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 12.4 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
_
N
•-•
a
E
O
O
Of
N
d
_
C
N
F
C
Z
m
F
J
6
>
a
E
E
E 3
w
o
U)
U)
U)
C7
0
1 1 10
2 1 32
5
MATERIAL DESCRIPTION
4 in. of Topsoil
RESIDUUM: Stiff Tan Orange Elastic SILT with sand
Hard Tan Orange White Grey Sandy SILT with sand and
black seams
- - - - - - - - - - - - -
PWR Q PARTIALLY WEATHERED ROCK (PWR): When sampled
3 50/5.25'' becomes Tan Orange Sandy Silt
Q
SM Very Dense Tan Orange Silty SAND with rock fragments
4 72 and grey and black seams.
10
4 1 sa1
L Auger Refusal @ 12.4 Ft
15
20
REMARKS AND OTHER

Project: 64 Acre Wingate Tract
Log of Boring B-25
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 12.0 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Sampling SPT
Hammer N/A
and Date Measured
Method(s)
Data
Borehole Cuttings
Location See Figure 2
Backfil I
U
(D
N
O
N
•-•
a
E
O
O
Of
N
O_
O)
_
C
N
F
C
Z
Q1
F
J
D
>
a
E
E
E 3
w
o
rn
rn
U)
C7
0
1 11
2 26
5
3 50/5.5"
PWR
4 50/5.75"
10
4 1 50/1"
15
20
MATERIAL DESCRIPTION REMARKS AND OTHER
4 in. of Topsoil
RESIDUUM: Stiff Tan Orange Grey Elastic SILT with rock
fragments and black seams
Very Stiff Tan Orange Grey Elastic SILT with rock fragments
- - - - - - - - - - - - -
Q PARTIALLY WEATHERED ROCK (PWR): When sampled
becomes Tan Orange Black Sandy Silt
Q
PWR when sampled becomes Orange Grey Silty Sand
Q
Y
Auger Refusal @ 12 Ft

Project: 64 Acre Wingate Tract
Log of Boring B-26
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.9 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
y�V

Project: 64 Acre Wingate Tract
Log of Boring B-26B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 2.5 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-27
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3.7 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-27B O/S
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/6/21
Drilled
Logged By A. Brown
Checked By K. Cooper
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 3 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
and
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-28
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/2/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 5.8 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level GW @ 3.5 Ft ATD and 2.5
Sampling
SPT
Hammer
N/A
and Date Measured Ft after 24 Hrs
Method(s)
Data
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-29
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/2/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
.
45 in Soil Bit
Total Depth 7.3 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level NE
and Date Measured
Sampling SPT
Method(s)
Hammer N/A
Data
NNN/-

Project: 64 Acre Wingate Tract
Log of Boring B-30
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 4/1/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 6.1 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level GW @ 3.5 Ft ATD and 1.3
Sampling
SPT
Hammer
N/A
and Date Measured Ft after 24 Hrs
Method(s)
Data
"INNI/

Project: 64 Acre Wingate Tract
Log of Boring B-31
NewTech Engineering, PLLC
Project Location: Wingate, NC
Sheet 1 Of 1
2630 S. Tryon St - Ste F
Charlotte, NC 28203
Project Number: 124.003
704.400.7826
Date(s) 3/30/21
Logged By A. Brown
Checked By K. Cooper
Drilled
Drilling
HSA
Drill Bit
45 in Soil Bit
.
Total Depth 6.2 Ft
Method
Size/Type
of Borehole
Drill Rig Dietrich D-50
Drilling FST
Approximate
Type
Contractor
Surface Elevation
Groundwater Level GW NE ATD and at 5.2 Ft
Sampling
SPT
Hammer
N/A
and Date Measured after 24 Hrs
Method(s)
Data
"INNI/