24050_Vernon Packaging_Geotechnical Engineereing Report_20200504

REPORT COVER PAGE

Geotechnical Engineering Report
__________________________________________________________________________

Trade Street Apartments
Winston-Salem, North Carolina
May 4, 2020
Terracon Project No. 75205052

Prepared for:
DPJ Residential, LLC
Charlotte, NC

Prepared by:
Terracon Consultants, Inc.
Greensboro, NC

Terracon Consultants, Inc. 7327-G West Friendly Ave Greensboro, North Carolina 27410
P [phone] F [phone] terracon.com

REPORT COVER LETTER TO SIGN May 4, 2020
DPJ Residential, LLC
1539 Tippah Park Ct
Charlotte, NC 28205
Attn: Mr. D. Porter Jones
P: [phone]
E: [e-mail]
Re: Geotechnical Engineering Report
Trade Street Apartments
860 Trade Street
Winston-Salem, North Carolina
Terracon Project No. 75205052
Dear Mr. Jones
We have completed Geotechnical Engineering services for the above-referenced project. This
study was performed in general accordance with Terracon Proposal No. P75205052 dated March
13, 2020. This report presents the findings of the subsurface exploration and provides geotechnical
recommendations as described in the above-referenced proposal for the project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.

Jordan A. Benson, E.I. Joseph N. Link, Jr., P.E.
Field Engineer Geotechnical Department Manager
NC PE: No. 041094
APR Reviewed By: James (Jim) D. Hoskins, III, P.E. - Office Manager / Principal

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REPORT TOPICS
INTRODUCTION ............................................................................................................. 1
SITE CONDITIONS ......................................................................................................... 1
PROJECT DESCRIPTION .............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION ...................................................................... 5
GEOTECHNICAL OVERVIEW ....................................................................................... 6
EARTHWORK ................................................................................................................ 7
SHALLOW FOUNDATIONS ......................................................................................... 12
SEISMIC CONSIDERATIONS ...................................................................................... 14
FLOOR SLABS ............................................................................................................ 15
RETAINING STRUCTURE LEVELING PADS AND REINFORCED FILL SUBGRADES
...................................................................................................................................... 16
LATERAL EARTH PRESSURES ................................................................................. 17
PAVEMENTS ................................................................................................................ 19
SLOPE STABILITY ....................................................................................................... 22
GENERAL COMMENTS ............................................................................................... 23

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced
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ATTACHMENTS
EXPLORATION AND TESTING PROCEDURES
PHOTOGRAPHY LOG
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents

Geotechnical Engineering Report
Trade Street Apartments ■ Winston-Salem, North Carolina
May 4, 2020 ■ Terracon Project No. 75205052

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REPORT SUMMARY
Topic 1 Overview Statement 2
Project
Description
■ The project consists of constructing a five-story apartment building, two-story
townhomes, and a two-level parking deck
■ The finished floor elevations range from Elevation 940.0 feet to 942.5 feet in
the apartment building, Elevation 926.0 feet to 928.5 feet for the lower level of
the parking deck, and will be Elevation 941.0 feet for the townhomes
■ Up to approximately 10 feet of fill and five feet of cut will be required to achieve
the proposed final grades
■ Maximum loads: Columns: 600 kips (parking deck), 450 kips (apartments);
Walls: 10 kips per linear foot (klf) (parking deck), 5 klf (apartments); Floors:
250 pounds per square foot (psf) (parking deck), 150 psf (apartments)
■ Expected traffic for pavement areas:
o 800 autos/light trucks per day
o Up to 25 medium-duty delivery/trash trucks per week
o Incidental use only for tractor-trailer trucks and emergency vehicles
Geotechnical
Characterization
■ Existing fill was encountered in most of the Borings/Soundings to depth of up
to 8 feet deep below existing grades, mainly in the northern portion of the site
and near the southeastern corner of the corner of the existing building. The
consistency of the fill is variable.
■ A surface zone of moderately to highly-plastic soil (elastic silt) was
encountered in Borings B-3, B-8, B-15, B-17 to depths ranging from about 3 to
6 feet below the existing ground surface
■ Partially weathered rock was encountered in Borings B-7, B-8, B-11, and B-15
at depths ranging from approximately 53 to 68 feet below the existing ground
surface
■ Groundwater was encountered at depths as shallow as 42 feet below the
existing ground surface
Earthwork
■ Existing fill should be proofrolled and soft/loose and/or unstable areas should
be removed where delineated by the proofroll
■ The existing structures will be razed prior to grading the site
■ The demolition contractor should remove all structural elements and
foundations, asphalt pavement, and existing utilities prior to placing fill, if
necessary based on proposed grading
■ Fill subgrades should be observed by the Geotechnical Engineer prior to
placing structural fill in the
■ Existing soils can be used for structural fill; however, the highly-plastic surficial
soil may not be suitable as structural fill
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■ Elastic materials, like those encountered in Boring B-04, are sensitive to
moisture variation and can cause construction delays if proper site drainage is
not established early and maintained throughout construction
Shallow
Foundations
■ Shallow foundations will be suitable to supporting the proposed structures
■ Maximum recommended net allowable bearing pressure = 4,000 psf bearing
on undisturbed residential soil or newly placed structural fill. Zones of existing
fill may require removal and replacement to achieve adequate foundation
support
■ Moderately to highly-plastic materials may be encountered in some building
foundation areas. If encountered at exterior (perimeter) foundation locations,
these materials should be undercut to low or non-plastic soils or by a minimum
depth of 4 feet, whichever occurs first, and replaced with non-plastic, structural
fill. Alternatively, the foundation subgrades can be lowered to a depth of 4 feet
below the final exterior grade to reduce the likelihood of structural distress due
to moisture-related volume change.
■ Expected settlements: Up to approximately 1 ½-inches total (parking deck),
less than 1 inch (apartments), predicted maximum differential settlement is
expected to be up to ¾ of total
■ Detect and remove zones of existing fill as noted in Earthwork
Below-Grade
Structures /
Free-Standing
Retaining Walls
■ The preliminary plan provided indicates several areas with planned basements
■ Cast-in-place and mechanically-stabilized earth (MSE) retaining walls will be
constructed along the northwestern, eastern, and southern extents of the
parking deck
■ Maximum wall heights will range from approximately 5 feet to 13 feet
Pavements
■ With subgrade prepared as noted in Earthwork:
■ Concrete:
o 5.0 inches Portland Cement Concrete (PCC) over 4.0 inches granular
base in light-duty areas
o 7.0 inches PCC over 4.0 inches granular base in dumpster pad areas
■ Asphalt:
o 3.0 inches Asphaltic Concrete (AC) over 6.0 inches granular base in light-
duty areas
o 4.0 inches AC over 8.0 inches granular base in heavy-duty areas
General
Comments
■ This section contains important information about the limitations of this
geotechnical engineering report
1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section
of the report by clicking on the topic itself
2. This summary is for convenience only and should be used with the entire report for design purposes

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INTRODUCTION Geotechnical Engineering Report
Trade Street Apartments
860 Trade Street
Winston-Salem, North Carolina
Terracon Project No. 75205052
May 4, 2020

INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed parking deck, townhomes, and apartments to be located at
860 Trade Street in Winston-Salem, North Carolina. The purpose of these services is to provide
information and geotechnical engineering recommendations relative to:
■ Subsurface soil conditions ■ Floor slab design and construction
■ Groundwater conditions ■ Seismic Site Classification per IBC
■ Site preparation and earthwork ■ Lateral earth pressures
■ Demolition considerations ■ Pavement design and construction
■ Excavation considerations ■ Temporary slopes for construction
■ Foundation design and construction

The geotechnical engineering Scope of Services for this project included advancing 33 test
locations to depths ranging from approximately 10 to 72 feet below existing site grades.
Maps indicating the site and exploration locations are in the Site Location and Exploration Plans
Section. The results of the laboratory testing performed on soil samples obtained from the site
during the field exploration are included on the exploration logs or as separate graphs in the
Exploration Results Section.
SITE CONDITIONS
The following description of site conditions is derived from our site visit in association with the
field exploration and our review of publicly-available geologic and topographic maps.
Item Description
Parcel Information
■ Located at 860 Trade Street in Winston-Salem, North Carolina
■ The project site consists of two parcels identified by Forsyth County
PIN Numbers 6835-19-5759 and 6835-19-5549 and have a total area
of 3.4 acres
■ Located at approximately 36.1058° N, 80.2473° W. See Site Location
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Item Description
Existing
Improvements
■ The north parcel is developed as a packaging facility and includes a
concrete masonry and steel-framed building
■ The southern parcel is developed as produce facility and includes a
wood-framed and sheet metal building
Current Ground
Cover
■ Gravel parking and drive lanes with grass-covered areas outside the
extents of the two structures
Existing Topography
(from Sheet No. EX-1.0
dated 3/16/20)
■ The site slopes downward from southeast to northwest
■ Elevations range from 942 to 920 feet above mean sea level
Geology
■ The project site is in the Piedmont Physiographic Province, an area
underlain by ancient igneous and metamorphic rocks. The residual soils
in this area are the product of in-place chemical weathering of rock. The
typical residual soil profile consists of clayey soils near the surface where
soil weathering is more advanced, underlain by sandy silts / silty sands
that generally become harder / denser with depth to the top of parent
bedrock. In residual materials the transition from soil to rock occurs
gradually over a vertical distance ranging from a few feet to tens of
feet. This transitional zone is termed “partially weathered rock” which is
defined for engineering purposes as residual material that can be drilled
with soil drilling methods and exhibits standard penetration test values
above 100 blows per foot. According to the 1985 Geologic Map of North
Carolina, the bedrock under the site is biotite gneiss and schist from the
Cambrian/late Proterozoic period.
■ Based on our experience, the top of weathered rock and hard rock
(bedrock) can very drastically over short distances in the Biotite Gneiss
and Schist geologic setting, such as this site.

We collected photographs at the time of our field exploration program. Representative photos are
provided in our Photography Log.
PROJECT DESCRIPTION
Our initial understanding of the project was provided in our proposal and was discussed during
project planning. A period of collaboration has transpired since the project was initiated, and our
final understanding of the project conditions is as follows:
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Item Description
Information Provided
■ The information for the project was provided to Terracon via email
conversations with Mr. D. Porter Jones with DPJ Residential, LLC,
Ellinwood + Machado, PLLC personnel, Stimmel, Tindall and Axiom
Architecture. The attachments included:
o “DPJ-Trade St open garage study_2-27-20”
o “Survey”
■ An updated preliminary plan titled “DPJ-Trade ALT plan_3-3-20” by
Axiom Architecture was provided in an email from DPJ Residential
on March 5, 2020
■ The latest preliminary site plan, dated April 8, 2020, was included in
an email received on April 17, 2020
■ Structural loading was provided by Axiom Architecture and EM
Structural personnel
Project Description
■ The project will consist of constructing a five-story apartment building
in the southern-portion of the site and seven, two-story townhomes
in the northeast-portion of the project site
■ The development will include a two-level parking deck
■ Street parking and drive lanes are also proposed for construction
■ We expect the apartments will be constructed with wood framing with
a concrete slab on grade for the first floor
■ The parking deck is expected to be structurally isolated from the
apartments and be constructed using precast concrete
■ The existing West 9th Street will be extended from North Trade
Street, west to Oak Street
Building Construction
■ We expect the apartments will be constructed with wood framing with
a concrete slab on grade for the first floor
■ The parking deck is expected to be structurally isolated from the
apartments and be constructed using precast concrete
Grading/Slopes
■ The finished floor elevations range from Elevation 940.0 feet to 942.5
feet in the apartment building, Elevation 926.0 feet to 928.5 feet for
the lower level of the parking deck, and will be Elevation 941.0 feet
for the townhomes
■ Up to approximately 10 feet of fill and 5 feet of cut will be required to
achieve the proposed final grades
■ We understand some of the cast-in-place and mechanically-
stabilized earth (MSE) walls may require temporary slopes steeper
than allowed by OSHA. Temporary slopes as steep as 1H:1V
(horizontal to vertical) may be permitted where required and are
addressed in the Slope Stability Section
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Item Description
Maximum Loads
(provided by Axiom
Architecture and EM
Structural)
■ Columns: 600 kips (Parking Deck)
■ Walls: 10 kips per linear foot (klf) (Parking Deck)
■ Columns: 450 kips (Apartments)
■ Walls: 5 klf (Apartments)
■ Slabs: 150 pounds per square foot (psf) (Apartments)
Below-Grade / Earth
Retaining Structures
■ The preliminary plan provided indicates several areas with planned
basements
■ Cast-in-place and mechanically-stabilized earth (MSE) retaining
walls will be constructed along the northwestern, eastern, and
southern extents of the parking deck
o One cast-in-place concrete wall with a length of approximately
450 feet and a maximum height of approximately 13 feet will
separate the parking deck from the apartments along the south
side of the parking deck
o A series of approximately 13 feet-tall, cast-in-place concrete
retaining walls totaling approximately 335 linear feet will be
constructed through the eastern courtyard and will provide earth
retention for the apartments where basements and the upper
parking deck entrance are planned
o There will be an approximately 195 feet-long, cast-in-place
foundation wall with a maximum height of approximately 5 feet
near the northwest corner of the parking deck
o The townhouse building will have an approximately 135 feet-long
cast-in-place stem wall with an average height of approximately
4 feet on the north and east sides
o One MSE wall will provide grade separation between the
townhouse building and the parking deck. The wall will be
approximately 160 feet-long with a maximum height of
approximately 13 feet.
Pavements
■ We have provided both flexible (asphalt) and rigid (concrete)
pavement sections for a design period of 20 years
■ Anticipated traffic is as follows:
o Autos/light trucks: 800 vehicles per day
o Light delivery and trash collection vehicles: 25 vehicles per week
o Tractor-trailer trucks/emergency vehicles: incidental use only
(less than 1 vehicle per week)
Stormwater Retention ■ None indicated on the plan provided

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GEOTECHNICAL CHARACTERIZATION
We have developed a general characterization of the subsurface soil and groundwater conditions
based on our review of the data and our understanding of the geologic setting and planned
construction.
The geotechnical characterization forms the basis of our geotechnical calculations and evaluation
of site preparation, foundation options and pavement options. As noted in General Comments,
the characterization is based on widely-spaced exploration points across the site, and variations
are likely.
Subsurface Profile
Borings: Approximately 1 to 3 inches of topsoil, 1 to 11 inches of crushed stone, and/or 4 ½ to 6
inches of concrete was encountered throughout the site at the ground surface. Zones of existing
fill overlying residual soils were encountered in each boring except Borings B-1, B-6, B-11, B-15,
B-16, and R-1, underlying the surface material. The fill extended to depths between approximately
2 and 8 feet below the existing ground surface and consisted of elastic silt with varying amounts
of sand, sandy silt, fat clay with sand, sandy lean clay, clayey sand, and silty sand. The fill appears
to have been placed in a variable manner and contained crushed stone and construction debris.
Areas of more compressible or containing other deleterious materials may be present at other
locations and may require removal and replacement due to the unknown nature and extents of the
fill.
Residual soil was present beneath either the fill or the surface material in the borings. The residual
soils generally consisted of zones of medium stiff to very stiff elastic silt with varying amounts of
sand, medium stiff fat clay with sand, stiff to very stiff sandy silt, and loose to very dense silty
sand.
Partially weathered rock (PWR) was encountered beneath the residual soil layers in Borings B-7, B-
8, B-11, and B-15. The top of PWR material was noted at depths ranging from approximately 53 to
68 feet below the existing ground surface. These depths correspond to elevations ranging from
approximately 856 to 881 feet. Partially weathered rock is defined for engineering purposes as any
residual material exhibiting a Standard Penetration Resistance (N-value) of 100 blows per foot (bpf)
or equivalent.
Material hard enough to cause auger refusal was encountered in Borings B-7 and B-15 at depths of
approximately 68 and 72 feet, respectively. These depths correspond to elevations ranging from
approximately 861 to 868 feet.
Macro Cores: The macro core locations were augered to a depth of approximately 4 feet below
sampling was performed. The macro cores consisted of zones of residual soils that generally
consisted of sandy silt and silty sand.
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Soundings: CPT correlative parameters in the soundings indicated silt mixtures and fine-grained
materials from the existing ground surface to depths of 4 to 63 feet. These materials exhibited
strength characteristics generally indicative of soft to very stiff/loose to very dense fine-grained
soils based on the normalized CPT behaviors observed. Please note the CPT behaviors may not
be necessarily indicative of the piedmont residual soils, particularly for the deeper-portions of
some of the soundings performed because of the dilative nature of these typically granular
materials where soundings are predominantly performed above the water table.
All soundings were performed to either probe refusal and/or resistance auger uplift.
Conditions encountered at each boring and sounding location are indicated on the individual
boring or sounding logs shown in the Exploration Results Section. Stratification boundaries on
the logs represent the approximate location of changes in native soil types; in situ, the transition
between materials may be gradual.
Groundwater Conditions
The boreholes and soundings were observed while drilling and after completion of each location for
the presence and level of groundwater. The water levels observed can be found on the logs in
Exploration Results.
Groundwater was observed in Borings B-7, B-8, B-10, B-11, B-13, and B-15 while drilling at depths
ranging from approximate 46 to 53 feet below the ground surface. Groundwater was encountered
at approximately 42 feet below ground surface elevation at the completion of drilling of Boring B-8.
Groundwater was not observed in the remaining borings or in the soundings while drilling or after
completion.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. Therefore, groundwater
levels during construction or at other times in the life of the structure may be higher or lower than
the levels indicated on the exploration logs. The possibility of groundwater level fluctuations
should be considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
Existing fill soil was encountered in all the borings except Borings B-1, B-6, B-11, B-15, B-16, and
R-1 to depths ranging from approximately 2 to 8 feet below the existing ground surface. The fill
consists of zones of elastic silt with varying amounts of sand, sandy silt, fat clay with sand, and
silty sand. The fill appears to have be placed in a variable manner. While some of the fill will be
removed during planned site grading, isolated areas of more compressible material may be present
at other locations and may require removal and replacement. Additionally, buried concrete, crushed
stone, and/or wood fragments was encountered in Borings B-4, B-7, B-8, B-9, B-10, and B-17.
Fill containing buried construction debris and other deleterious material should be removed within

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the building footprint. Where existing fill is present in areas to be paved, we recommend using a
geogrid, such as Tensar BX-1100, along with 8 to 12 inches of additional ABC stone. Additional
site preparation recommendations including subgrade improvement and fill placement are
provided in the Earthwork Section.
A surface zone of moderately to highly-plastic soil (elastic silt) was encountered in Borings B-3,
B-8, B-15, B-17 that extended to depths ranging from about 3 to 6 feet below the existing ground
surface. Additionally, based on laboratory testing the soil’s natural moisture content is above the
soil’s plastic limit and could become unstable with typical earthwork and construction traffic,
especially after precipitation events. The Contractor should establish effective drainage early in
the construction sequence and maintain proper drainage throughout construction to avoid
potential construction delays. If possible, the grading should be performed during the warmer and
drier times of the year. If grading is performed during the winter months, an increased risk for
possible undercutting and replacing unstable subgrade materials will persist.
We do not expect groundwater or difficult excavation will impact grading operations.
A seismic site class of C can be used for structural design.
A net allowable bearing pressure of up to 4,000 pounds per square foot can be used for building and
retaining wall foundation design bearing on residual soils or structural fill. A modulus of subgrade
reaction of 100 pci (point load) can be used for slab design. The Shallow Foundations Section
addresses support of the building bearing on residual soils or structural fill. The Floor Slabs Section
addresses slab-on-grade support of the building.
It is not desirable to have loose/soft or moderate to high plasticity soils at subgrade for pavements
and the presence of these soils at subgrade would likely affect the pavement service life. When
dry, these soils will proofroll successfully; however, over time, these soils may get wet due to
infiltration through cracks in the pavement or water migration through the base course. Wet,
plastic soils may eventually contaminate the aggregate base course and cause premature
pavement failure. Considering that plastic soil may be present at pavement subgrades, we
recommend placing contingencies in the budget for stabilizing pavement subgrades for at least
10 percent of the pavement areas. Separation and stabilization will likely include up to 12 inches
of additional ABC stone and a geosynthetic such as Tensar BX-1100 or similar. The Pavements
Section addresses the design of pavement systems.
The General Comments Section provides an understanding of the report limitations.
EARTHWORK
Existing structures, foundation elements, and subsurface walls and utilities in addition to
vegetation and root mat should be removed prior to placing fill. Topsoil should be completely
stripped in the proposed building and pavement areas. Any utilities associated with the buildings
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planned for demolition or any other on-site utilities should be completely removed. We
recommend the geotechnical engineer be present prior to backfilling any demolished on-site
subsurface structural elements, utilities, or fill removed in structural areas to observe suitable fill
subgrades are present and the new materials are placed as structural fill.
Site Preparation
Existing structural elements, construction debris, and organic materials including wood elements
in existing fill, vegetation and root mat should be removed prior to placing fill. Topsoil and crushed
stone should be completely stripped in the proposed building and pavement areas. The existing
crushed stone base can be kept in place as a working platform if desired and suitable based on
the results of proofrolling. Any utilities associated with the previous on-site structure should be
removed.
Based on the current, preliminary plans and the encountered subsurface conditions, the
contractor should be prepared to remove, and possibly replace, up to 30,000 cubic yards of
existing fill. We anticipate that a good a majority of this fill will be removed to reach planned
finished grades; however, FFEs have not been finalized.
The subgrade should be proofrolled with an adequately-loaded vehicle such as a fully-loaded (20-
ton minimum), tandem-axle dump truck. The Geotechnical Engineer should direct all proofrolling.
Areas excessively deflecting under the proofroll should be delineated and subsequently
addressed by the Geotechnical Engineer. Material in such areas should be removed and
replaced. Excessively wet or dry material should either be removed or moisture-conditioned and
recompacted.
Existing Fill
As noted in Geotechnical Characterization, Borings B-1, B-6, B-11, B-15, B-16, and R-1
encountered existing fill to depths ranging from about 2 to 8 feet. The fill appears to have been
placed in a variable manner. Supporting floor slabs and pavements, on or above existing fill soils,
is discussed in this report. However, even with the recommended construction procedures, there
is inherent risk for the Owner that compressible fill or unsuitable material, within or buried by the
fill will, not be discovered. This risk of unforeseen conditions cannot be eliminated without
completely removing the existing fill but can be reduced by following the recommendations
contained in this report.
If the Owner elects to construct floor slabs and pavements on the existing fill, the following protocol
should be followed. Once the planned subgrade elevation has been reached the entire area
should be proofrolled. Areas of soft or otherwise unsuitable material should be undercut and
replaced with either new structural fill or suitable, existing on site materials. Additionally, buried
concrete, crushed stone, and/or wood fragments was encountered in Borings B-4, B-7, B-8, B-9,
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B-10, and B-17. Fill containing buried construction debris and other deleterious material should
be removed within the building footprint.
Fill Material Types
Fill required to achieve design grade should be classified as structural fill. Structural fill is material
used below, or within 10 feet of structures, pavements or constructed slopes. Earthen materials
used for structural fill should meet the following material property requirements:
Soil Type 1 USCS Classification Acceptable Parameters 4
Import: Low-Plasticity CL, CL-ML
ML, SM, SC All locations and elevations
Import: High-Plasticity CH, MH Not recommended
Sand / Gravel GW/GP, SW/SP 2
NCDOT ABC (aggregate base course) may be used
beneath pavements and floor slabs
NCDOT No. 57 (washed, crushed stone) may be used
as a capillary break beneath floor slabs
On-Site Soils ML, SM, CL Generally suitable when placed at appropriate
moisture content
On-Site Soils MH, CH Suitable for use as recommended 3
1. Structural fill should consist of approved materials free of organic matter and debris. Frozen material should
not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be
submitted to the Geotechnical Engineer for evaluation prior to use on this site.
2. “Clean” sand (less than 15% silt and clay) should not be used as structural fill in building and pavement areas
to reduce risk of perched water developing in the surface fill as water infiltrating the sand fill becomes trapped
above the less permeable clay located near the ground surface.
3. Highly-plastic site soils may be placed as structural fill in areas of deeper fill and only at depths of more
than 5 feet below final subgrade elevations in building areas and 1 foot below final pavement subgrades
4. Requirements for structural fill for the reinforced zone of earth retaining structures should meet the wall
designer’s specifications

Fill Compaction Requirements
Structural fill should meet the following compaction requirements.
Item Structural Fill
Maximum Lift
Thickness
■ 8 inches or less in loose thickness when heavy, self-propelled compaction
equipment is used
■ 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping
jack or plate compactor) is used
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Item Structural Fill
Minimum
Compaction
Requirements 1, 2
■ Minimum of 95% of the materials maximum standard Proctor dry density
(ASTM D698) and 98% in the final 18 inches
Water Content
Range
■ Within the range of -3% to +3% of optimum moisture content as
determined by the standard Proctor test at the time of placement and
compaction
1. High-plasticity cohesive fill should not be compacted to more than 100% of standard Proctor maximum dry
density
2. If the granular material is a coarse sand or gravel, or of a uniform size, or has a low fines content,
compaction comparison to relative density may be more appropriate. In this case, granular materials should
be compacted to at least 70% relative density (ASTM D 4253 and D 4254)

Utility Trench Backfill
Utility trenches are a common source of water infiltration and migration. Utility trenches
penetrating beneath the structures should be effectively sealed to restrict water intrusion and flow
through the trenches, which could migrate below slabs and/or foundations. The trench plug should
extend at least 5 feet behind the face of the building exterior. The plug material should consist of
cementitious flowable fill or low-permeability clay. The trench plug material should be placed to
surround the utility line. If used, the clay trench plug material should be placed and compacted to
comply with the water content and compaction recommendations for structural fill stated
previously in this report.
Grading and Drainage
All grades must provide effective drainage away from the building during and after construction
and should be maintained throughout the life of the structure. Water retained next to the building
can result in settlements greater than those discussed in this report. Greater settlement can result
in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and
roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks
at a distance of at least 10 feet from the building.
Exposed ground should be sloped and maintained at a minimum five percent away from the
building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be
necessary to transition ADA access requirements for flatwork. Final grades should be verified to
document effective drainage has been achieved after building construction and landscaping have
been completed. Grades around the structure should also be periodically inspected and adjusted,
as necessary, as part of the structure’s maintenance program. Where paving or flatwork abuts
the structure, a maintenance program should be established to effectively seal and maintain joints
and prevent surface water infiltration.
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Earthwork Construction Considerations
We expect the shallow excavations for the proposed structures will be accomplished with
conventional construction equipment. Care should be taken to maintain the completed subgrades’
water content prior to constructing grade slabs and foundations after completing filling and
grading. Construction traffic over the completed subgrades should be avoided. The site should
also be graded to prevent ponding of surface water on the prepared subgrades or in excavations.
Water collecting over or adjacent to construction areas should be removed. If the subgrade
freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the
materials should be scarified, moisture-conditioned, and recompacted prior to foundation and
grade slab construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,
Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or
state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Construction Observation and Testing
The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.
Monitoring should include documenting the adequate removal of demolished structures,
foundations, and utilities and should include, proofrolling, and areas delineated by the proofroll
requiring mitigation. Proper documentation and recommendations for fill subgrades should
precede placing new structural fill on the site.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placing additional lifts. Each lift of fill should be tested for
density and water content at a frequency of at least one test for every 2,500 square feet of
compacted fill in the building areas and 5,000 square feet in pavement areas. One density and
water content test should be performed for every 50 linear feet of compacted utility trench backfill.
The bearing subgrade should be evaluated under the direction of the Geotechnical Engineer in
areas of foundation excavations. The Geotechnical Engineer should prescribe mitigation options
if unexpected conditions are encountered.
In addition to the documentation of the essential parameters necessary for construction, the
continuation of the Geotechnical Engineer into the construction phase of the project provides the
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continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including
assessing variations and associated design changes.
SHALLOW FOUNDATIONS
Moderately to highly-plastic materials may be encountered in some building foundation areas.
The samples tested in our laboratory for this study indicate the site soils have a medium to high
potential for shrink/swell. If encountered at exterior (perimeter) foundation locations, these
materials should be undercut to low or non-plastic soils or by a minimum depth of 3 feet, whichever
occurs first, and replaced with non-plastic, structural fill. Alternatively, the foundation subgrades
can be lowered to a depth of 3 feet below the final exterior grade to reduce the likelihood of
structural distress due to moisture-related volume change.
If the site has been prepared in accordance with the requirements noted in Earthwork, the
following design parameters are applicable for shallow foundations.
Design Parameters – Compressive Loads
Item Description
Maximum Net Allowable Bearing pressure 1, 2, 3 4,000 psf
Required Bearing Stratum3 Undisturbed residual soil or newly-placed
structural fill
Minimum Foundation Dimensions 16 inches
Minimum Embedment below
Finished Grade 4 18 inches
Ultimate Passive Resistance 6, 7
(equivalent fluid pressures)
300 pcf (granular backfill)
240 pcf (cohesive backfill)
Ultimate Coefficient of Sliding Friction 7 0.35 (granular material)
0.30 (cohesive material)
Estimated Total Settlement from Structural
Loads 2
Less than 2 inches (Parking Structure)
Less than 1 inch (Apartment Structure)
Estimated Differential Settlement 2, 5 Up to approximately ¾ of total settlement
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Item Description
1. The maximum net allowable bearing pressure is the pressure more than the minimum surrounding
overburden pressure at the foundation base elevation. An appropriate factor of safety has been applied.
These bearing pressures can be increased by 1/3 for transient loads unless those loads have been factored
to account for transient conditions. Values assume that exterior grades are no steeper than 20% within 10
feet of structure.
2. Values provided are for maximum loads noted in Project Description
3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the
Earthwork
4. Embedment necessary to minimize the effects of frost and/or seasonal water content variation. For sloping
ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure
5. Differential settlements are as measured from center of slab to the edge or over a span of 40 feet and
consider the foundation loading scenarios provided for this project indicating loads varying by as much as
90 percent from one foundation to the next
6. Use of passive earth pressures require the sides of the excavation for the spread footing foundation be
nearly vertical and the concrete placed neat against these vertical faces or removing footing forms and
compacting structural fill against the vertical face
7. Backfill must meet minimum recommendations included in the Earthwork Section of our Geotechnical
Engineering Report

Foundation Construction Considerations
As noted in Earthwork, the footing excavations should be evaluated under the direction of the
Geotechnical Engineer. The base of all foundation excavations should be free of water and loose
soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing
soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during
construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the
footing excavations should be removed/reconditioned before foundation concrete is placed.
If unsuitable bearing soils are encountered at the base of the planned footing excavation, the
excavation should be extended deeper to suitable soils, and the footings could bear directly on
these soils at the lower level or on lean concrete backfill placed in the excavations. This will be
particularly important for perimeter foundations where highly-plastic clay and silt are present. We
recommend undercutting or extending the foundation subgrades on the building perimeter to a
depth of 3 feet below the planned foundation subgrade elevations based on the high potential for
shrink/swell. This is illustrated on the sketch below.
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Over-excavation for structural fill placement below footings should be conducted as shown below.
The over-excavation should be backfilled up to the footing base elevation, with structural fill, as
recommended in the Earthwork Section.

SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).
The average shear wave velocity observed in Seismic Cone Penetration Soundings CPT-8 and
CPT-12 were 1,287 feet per second and 1,831 feet per second, respectively. The site properties
below the maximum exploration depth were estimated based on our experience and knowledge
of geologic conditions of the general area. Based on the shear wave velocities, it is our
professional opinion that the Seismic Site Classification is C.
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FLOOR SLABS
Portions of the slab subgrade soils are comprised of moderate to high-plasticity elastic silt exhibiting
the potential to swell with increased water content. Construction of the floor slab, combined with
revising site drainage creates the potential for gradual increased water contents within the elastic silt
materials. Increases in water content will cause the plastic soils to swell and damage the floor slab.
To reduce the swell potential to less than about 1 inch, at least the upper 12 inches of subgrade soils
below the floor slab (excluding the floor slab support course) should be an approved low-plasticity
cohesive or granular soil where highly-plastic subgrades are present.
Design parameters for floor slabs assume the requirements for Earthwork have been followed.
Specific attention should be given to positive drainage away from the structure and positive drainage
of the aggregate base beneath the floor slab.
Floor Slab Design Parameters
Item Description
Floor Slab Support 1
■ Minimum 4 inches of poorly-graded aggregate subbase (less than 13%
passing the U.S. No 200 sieve) placed to 95% of ASTM D 698 2, 3
Estimated Modulus of
Subgrade Reaction 2
■ 100 pounds per square inch per inch (psi/in) for point loads
1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor
slab cracking caused by differential movements between the slab and foundation
2. Modulus of subgrade reaction is an estimated value based on our experience with the subgrade condition,
the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for
point loads. For large area loads the modulus of subgrade reaction would be lower

A vapor retarder should be used below concrete slabs on grade covered with wood, tile, carpet,
or other moisture sensitive or impervious coverings, or when the slab will support equipment
sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer
should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and
placement of a vapor retarder.
Saw-cut control joints should be placed in the slab to help control the location and extent of
cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should
be sealed with a water-proof, non-extruding compressible compound specifically recommended
for heavy-duty concrete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other
construction objectives, our experience indicates differential movement between the walls and
slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the
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length of the structural dowels. The Structural Engineer should account for potential differential
settlement through use of sufficient control joints, appropriate reinforcing or other means.
Mitigation measures, as noted in Existing Fill within Earthwork, are critical to the performance
of floor slabs. In addition to the mitigation measures, the floor slab can be stiffened by adding
steel reinforcement, grade beams, and/or post-tensioned elements.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from
traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are
constructed. If the subgrade should become damaged or desiccated prior to construction of floor
slabs, the affected material should be removed, and structural fill should be added to replace the
resulting excavation. Final conditioning of the finished subgrade should be performed immediately
prior to placement of the floor slab support course.
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
be paid to high-traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
RETAINING STRUCTURE LEVELING PADS AND REINFORCED FILL
SUBGRADES
If the site has been prepared in accordance with the requirements noted in Earthwork, the
following design parameters are applicable for leveling pads.
Design Parameters – Compressive Loads
Item Description
Maximum Net Allowable Bearing pressure 1, 2, 3 4,000 psf
Required Bearing Stratum3 Newly-placed structural fill or approved
residual soil
Minimum Dimensions 16 inches
Minimum Embedment below
Finished Grade 4 18 inches
Estimated Total Settlement from Wall Loads 2 Approximately 1 ½ inches for fill walls up to
approximately 15 feet
Estimated Differential Settlement 2, 5 About one-half of total settlement
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Item Description
1. The maximum net allowable bearing pressure is the pressure more than the minimum surrounding
overburden pressure at the foundation base elevation. An appropriate factor of safety has been applied.
These bearing pressures can be increased by 1/3 for transient loads unless those loads have been factored
to account for transient conditions. Values assume that exterior grades are no steeper than 20% within 10
feet of structure.
2. Values provided are for maximum loads noted in Project Description
3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the
Earthwork
4. Embedment necessary to minimize the effects of frost and/or seasonal water content variation. For sloping
ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure
5. Differential settlements are as measured from over a span of approximately 40 feet

Foundation Construction Considerations
As noted in Earthwork, the leveling pad and fill wall subgrade excavations should be evaluated
under the direction of the Geotechnical Engineer. The base of all foundation excavations should
be free of water and loose soil, prior to placing structural fill. Care should be taken to prevent
wetting or drying of the bearing materials during construction. Excessively wet or dry material or
any loose/disturbed material in the bottom of the excavations should be removed/reconditioned
before placing structural fill.
LATERAL EARTH PRESSURES
Design Parameters
Structures with unbalanced backfill levels on opposite sides should be designed for earth
pressures at least equal to values indicated in the following table. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint conditions
are shown in the diagram below. Active earth pressure is commonly used for design of free-
standing cantilever retaining walls and assumes wall movement. The “at-rest” condition assumes
no wall movement and is commonly used for basement walls, loading dock walls, or other walls
restrained at the top. The recommended design lateral earth pressures do not include a factor of
safety and do not provide for possible hydrostatic pressure on the walls (unless stated).
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Lateral Earth Pressure Design Parameters
Earth Pressure
Condition 1
Coefficient for
Backfill Type2
Surcharge
Pressure 3, 4, 5
p1 (psf)
Effective Fluid Pressures (psf) 2, 4, 5
Unsaturated 6 Submerged 6
Active (Ka) Granular - 0.31
Fine-Grained - 0.41
(0.31)S
(0.44)S
(37)H
(51)H
(80)H
(86)H
At-Rest (Ko) Granular - 0.47
Fine-Grained - 0.61
0.47)S
(0.61)S
(56)H
(70)H
(89)H
(95)H
Passive (Kp) Granular - 3.25
Fine-Grained - 2.28
---
---
(390)H
(260)H
(185)H
(120)H
1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H,
where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance.
2. Uniform, horizontal backfill, compacted to at least 95% of the ASTM D 698 maximum dry density, rendering
a maximum unit weight of 120 pcf
3. Uniform surcharge, where S is surcharge pressure
4. Loading from heavy compaction equipment is not included
5. No safety factor is included in these values
6. To achieve “Unsaturated” conditions, follow guidelines in Subsurface Drainage for Below-Grade Walls
below. “Submerged” conditions are recommended when drainage behind walls is not incorporated into the
design

Backfill placed against structures should consist of granular soils or low-plasticity cohesive soils,
unless specified otherwise by the wall designer. For the granular values to be valid, the granular
backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees
from vertical for the active and passive cases, respectively. Please contact us for revised design
parameters if sloping backfill is required against earth retaining structures.
Subsurface Drainage for Below-Grade Walls
A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent
grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line
around a below-grade building area or exterior retaining wall should be placed near foundation
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bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or
to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular
material having less than 5 percent passing the No. 200 sieve, such as No. 57 aggregate. The
free-draining aggregate should be encapsulated in a filter fabric. The granular fill should extend
to within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce
infiltration of surface water into the drain system.

As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A
pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter
fabric to prevent soil intrusion and is fastened to the wall prior to placing backfill.
PAVEMENTS
General Pavement Comments
Minimum pavement designs are provided for the traffic conditions and pavement life conditions
as noted in Project Description and in the following sections of this report. A critical aspect of
pavement performance is site preparation. Minimum pavement designs, noted in this section,
must be applied to the site, which has been prepared as recommended in the Earthwork Section.
Pavement thickness can be determined using AASHTO, Asphalt Institute and/or other methods if
specific wheel loads, axle configurations, frequencies, and desired pavement life are provided.
Terracon can provide thickness recommendations for pavements subjected to loads other than
personal vehicle and occasional delivery and trash removal truck traffic if this information is
provided.
Zones of soft/loose and moderately to highly-plastic soil were encountered across the site with
thicknesses up to 6 feet. These materials may be present at the subgrade elevation for
pavements, depending on final site grades. It is not desirable to have soft/loose or high-plasticity
soils at subgrade for pavements, and the presence of these soils at subgrade would likely affect

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the pavement service life. We recommend placing contingencies in the budget for pavement
subgrade stabilization for at least 10 percent of the pavement areas. Separation and stabilization
will likely include up to 12 inches of additional ABC stone and a geogrid such as Tensar BX-1100
or similar.
Pavement Design Parameters
Design of Asphaltic Concrete (AC) pavements are based on the procedures outlined in the
National Asphalt Pavement Association (NAPA) Information Series 109 (IS-109). Design of
Portland Cement Concrete (PCC) pavements are based on American Concrete Institute (ACI)
330; Guide for Design and Construction of Concrete Parking Lots.
Minimum Estimated Pavement Thickness
The following table provides the minimum pavement options for AC and PCC Sections. An actual
pavement design has not been performed.
Pavement Type Material Layer Thickness (inches)
Light-Duty Heavy-Duty
Rigid
Portland Cement Concrete
(4,000 psi) 5.0 7.0
Crushed Aggregate Base Course
(NCDOT ABC) 1 4.0 4.0
Flexible
(Superpave)
Asphalt Surface
(NCDOT S9.5B) 3.0 3 1.5
Asphalt Binder
(NCDOT I19.0C) -- 2.5
Crushed Aggregate Base Course
(NCDOT ABC) 1 6.0 8.0
1. Compacted to a minimum of 98% of the materials modified Proctor maximum dry density (ASTM
D1557)
2. Placed in two, 1.5-inch lifts

Allowing a partial pavement thickness for use during construction is not suggested without a
detailed pavement analysis incorporating construction traffic. In addition, we should be contacted
to confirm the traffic assumptions stated in Project Description. If the actual traffic varies from
the assumptions outlined above, modification of the pavement section thickness will be required.

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The recommendations for pavement construction presented depend on compliance with
applicable material specifications. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
Asphalt concrete aggregates and base course materials should conform to the North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures.”
Concrete pavement should be air-entrained and have a minimum compressive strength of 4,000 psi
after 28 days of laboratory curing per ASTM C-31.

Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the granular base section. Appropriate sub-drainage or connection to a suitable
daylight outlet should be provided to remove water from the granular subbase.
Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be expected. Therefore, preventive maintenance should be planned and
provided for through an on-going pavement management program. Maintenance activities are
intended to slow the rate of pavement deterioration and to preserve the pavement investment.
Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching)
and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority
when implementing a pavement maintenance program. Additional engineering observation is
recommended to determine the type and extent of a cost-effective program. Even with periodic
maintenance, some movements and related cracking may still occur and repairs may be required.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design and
layout of pavements:
■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2
percent
■ Subgrade and pavement surfaces should have a minimum 2 percent slope to promote
proper surface drainage
■ Install below-pavement drainage systems surrounding areas anticipated for frequent
wetting
■ Install joint sealant and seal cracks immediately
■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to
subgrade soils
■ Place compacted, low-permeability backfill against the exterior side of curb and gutter

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■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound
granular base course materials
SLOPE STABILITY
Mechanics of Stability
Slope stability analyses take into consideration material strength, presence and orientation of
weak layers, water (piezometric) pressures, surcharge loads, and the slope geometry.
Mathematical computations are performed using computer-assisted simulations to calculate a
Factor of Safety (FS). Minor changes to slope geometry, surface water flow and/or groundwater
levels could result in slope instability. Reasonable FS values are dependent upon the confidence
in the parameters utilized in the analyses performed, among other factors related to the project
itself.
Geometric Analysis Results
We performed a slope stability analysis for a generalized cross-section with a geometry
corresponding to a 1H:1V (horizontal to vertical) temporary slope in the elevator pit area on the
west side of the site between the planned parking deck and apartments. We understand the
assumed slope ratio is not currently planned or required for construction; however, the site
constraints and cut depths for some retaining walls could make steeper slopes optimal for
construction. Parameters for the analysis were derived from our site exploration, experience, and
laboratory tests.
The stability of the proposed temporary slope was analyzed to evaluate the maximum permissible
cut slope based on excavating through existing fill materials from present site grades. We
conducted the stability analysis using the computer program Slide Modeler Version 2018 8.018
by roc science. Soil properties used in the analysis are shown below:
Material Moist Unit Weight
(pcf)
Drained Cohesion
(psf)
Drained Friction Angle
(degrees)
Fill 1 – Sandy Silt 118.5 42 36
Fill 2 – Silty Sand 118.5 20 31
Residual – Sandy Silt 118.5 180 30
Residual – Silty Sand 120.0 21 38

Based on the analyses, the calculated FS for the proposed temporary slope angle of 1H:1V was
1.324 and the results are included in the Supporting Information Section. The typically-accepted
minimum FS for temporary slopes is 1.2.
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Surficial Slope Stability
Our analyses did not include the surficial surface (failure surfaces greater than 4 feet below grade)
of the fill slopes evaluated. Surficial slope instability typically impacts the upper 3 to 5 feet of the
subsurface profile, predominantly during extended wet periods. If surficial slope erosion occurs
while the excavation is exposed, we recommend restoring the slope face as soon as practical.
GENERAL COMMENTS
Our analysis and opinions are based on our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the Owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration are intended for the sole benefit and
exclusive use of our Client for specific application to the project discussed and are accomplished
in accordance with generally-accepted geotechnical engineering practices with no third-party
beneficiaries intended. Any third-party access to services or correspondence is solely for
information purposes to support the services provided by Terracon to our Client. Reliance on the
services and any work product is limited to our Client and is not intended for third parties. Any use
or reliance of the provided information by third parties is done solely at their own risk. No
warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering
requirements/design are the responsibility of others. If changes in the nature, design, or location
of the project are planned, our conclusions and recommendations shall not be considered valid
unless we review the changes and either verify or modify our conclusions in writing.

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ATTACHMENTS

Geotechnical Engineering Report
Trade Street Apartments ■ Winston-Salem, North Carolina
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EXPLORATION AND TESTING PROCEDURES
Field Exploration
Location Designation Exploration Depth (feet) 1 Planned Location
B-1 through B-6, B-11, B-12, B-14
through B-16, MC-19 CPT-4, CPT-4A,
CPT-6, CPT-6A, CPT-15, CPT-19, DMT-
14
12 to 72 Planned apartment,
townhome, and pool area
B-7 through B-10, B-13, B-17, MC-18,
CPT-9, CPT-10, CPT-10A, CPT-18,
DMT-13
4 to 55 Planned parking/driveway area
R-1 and R-2 10 Planned roadway
1. Below ground surface

Exploration Location Layout and Elevations: Terracon personnel selected the boring and
sounding locations and we provided the layout. Coordinates were obtained with a handheld GPS
unit (estimated horizontal accuracy of about ±5 feet) and approximate elevations were obtained
by interpolation from the DPJ-Trade ALT plan_3-3-20. If elevations and a more precise boring
layout are desired, we recommend surveying the borings following completion of fieldwork.
Subsurface Exploration Procedures: We advanced the borings with a truck-mounted, rotary drill
rig using hollow-stem, continuous flight augers. Four samples were obtained in the upper 10 feet
of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard
2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound
automatic hammer falling 30 inches. The number of blows required to advance the sampling spoon
the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test
(SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on
the boring logs at the test depths. We observed and recorded groundwater levels during drilling
and sampling.
We advanced soundings with track-mounted equipment in general accordance with local standard
procedures for cone penetration (CPTs) and Marchetti Dilatometer (DMT) tests. The machine
hydraulically pushes an instrumented cone or blade through the soil while nearly continuous
readings are recorded to a portable. We observed and recorded groundwater levels during drilling
and sampling. We used correlative soil parameters from computations using the in-situ
measurements in addition to the data included on the sounding logs. We can provide these
parameters for others upon request.
For safety purposes, all borings and soundings were backfilled with soil after their completion.
Geotechnical Engineering Report
Trade Street Apartments ■ Winston-Salem, North Carolina
May 4, 2020 ■ Terracon Project No. 75205052

Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2
The sampling depths, penetration distances, and other sampling information was recorded on the
field logs. The samples were placed in appropriate containers and taken to our soil laboratory for
testing and classification by our Geotechnical Department Staff. Our exploration team prepared
field logs as part of the drilling operations. These field logs included visual classifications of the
materials encountered during drilling and our interpretation of the subsurface conditions between
samples. Final logs were prepared from the field logs. The final logs represent the Geotechnical
Engineer's interpretation of the field logs and include modifications based on observations and
tests of the samples in our laboratory.
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the
engineering properties of the various soil strata, as necessary, for this project. Soil testing for this
project was selected and performed in generally accordance with the guidelines established
based on our understanding of the standards below.
■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass
■ ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils
■ ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than
75-μm (No. 200) Sieve in Soils by Washing
■ ASTM D3080 Standard Test Method for Direct Shear Test of Soils Under Consolidated
Drained Conditions
■ ASTM D 7263 Standard Test Methods for Laboratory Determination of Density (Unit
Weight) of Soil Specimens
The laboratory testing program often included examination of soil samples by an engineer. Based
on the material’s texture and plasticity, we described and classified the soil samples in accordance
with the Unified Soil Classification System.

Geotechnical Engineering Report
Trade Street Apartments ■ Winston-Salem, North Carolina
May 4, 2020 ■ Terracon Project No. 75205052

Responsive ■ Resourceful ■ Reliable PHOTOGRAPHY LOG 1 of 1
PHOTOGRAPHY LOG

View facing southeast from the northwest portion
of the site View facing northwest from near Boring B-5

View facing northwest from near Boring B-13 View facing east from southwest portion of the site

View facing east near Boring B-1 View facing west near the southwest portion of the
site

Responsive ■ Resourceful ■ Reliable
SITE LOCATION AND EXPLORATION PLANS

Contents:
Site Location Plan
Exploration Plan

Note: All attachments are one page unless noted above

SITE LOCATION
Trade Street Apartments ■ Winston-Salem, North Carolina
May 4, 2020 ■ Terracon Project No. 75205052

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above this text box, then paste your GIS Toolbox image.

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outside the table – please leave that alone. Limit editing to inside the table.

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it as desired, but try to keep to a single line of text to avoid reformatting the page.
SITE LOCATION
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION PLAN
Trade Street Apartments ■ Winston-Salem, North Carolina
May 4, 2020 ■ Terracon Project No. 75205052

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above this text box, then paste your GIS Toolbox image.

When paragraph markers are turned on you may notice a line of hidden text above and
outside the table – please leave that alone. Limit editing to inside the table.

The line at the bottom about the general location is a separate table line. You can edit
it as desired, but try to keep to a single line of text to avoid reformatting the page.
EXPLORATION PLAN
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION RESULTS

Contents:
Subsurface Profile (3 pages)
Boring and Sounding Logs (45 pages)
Direct Shear Test Report

Note: All attachments are one page unless noted above

860
870
880
890
900
910
920
930
940
950
860
870
880
890
900
910
920
930
940
950
BoreholeNumber
Liquid and Plastic Limits
ARBT
LL PLMoistureContent%w
B-1
Water Level Readingat time of drilling.
Water Level Readingafter drilling.
Sampling(See General Notes)Elevation - FeetExplanation
BoreholeLithology
BoreholeTermination Type
SUBSURFACE PROFILE
TRADE STREET APARTMENTS
860 N TRADE STREET
WINSTON-SALEM, NC
Project No.: 75205052
Date: 5/1/2020
Scale: N.T.S. Horizontally 7327 W Friendly Ave Ste GGreensboro, NCTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20N=10
N=12
N=15
N=10
N=13
N=13
BT-20.0 Ft.
B-1
N=18
N=17
N=21
N=14
N=8
N=15
N=11
N=8
N=8
N=10
BT-40.0 Ft.
B-2
N=6
N=6
N=18
N=13
N=19
N=11
BT-20.0 Ft.
B-3
N=3
N=11
N=4
N=6
N=7
N=23
BT-20.0 Ft.
B-4
BT-23.3 Ft.
CPT-4
BT-17.2 Ft.
CPT-4A
N=8
N=4
N=10
N=16
N=61
N=11
N=23
N=53
N=66
N=30
BT-40.0 Ft.
B-5
N=16
N=11
N=23
N=27
N=29
N=40
BT-20.0 Ft.
B-6
BT-18.2 Ft.
CPT-6
BT-16.1 Ft.
CPT-6A
N=4
N=15
N=11
N=9
N=11
N=4
N=5
N=6
N=14
N=11
N=11
N=16
N=12
N=44
AR-68.8 Ft.
N=50/2"
N=50/0"
B-7
NOTES:
See Exploration Plan for orientation of soil profile.See General Notes in Supporting Information for symbols and soil
classifications.Soils profile provided for illustration purposes only.Soils between borings may differAR - Auger RefusalBT - Boring Termination
AggregateBase
Course
Concrete Silty Sand Sandy Silt
Sandy Fat
Clay
Elastic Silt
with Sand Topsoil Elastic Silt
Sandy
Lean Clay PartiallyWeathered Rock
850
860
870
880
890
900
910
920
930
940
950
850
860
870
880
890
900
910
920
930
940
950
BoreholeNumber
Liquid and Plastic Limits
ARBT
LL PLMoistureContent%w
B-8
Water Level Readingat time of drilling.
Water Level Readingafter drilling.
Sampling(See General Notes)Elevation - FeetExplanation
BoreholeLithology
BoreholeTermination Type
SUBSURFACE PROFILE
TRADE STREET APARTMENTS
860 N TRADE STREET
WINSTON-SALEM, NC
Project No.: 75205052
Date: 5/1/2020
Scale: N.T.S. Horizontally 7327 W Friendly Ave Ste GGreensboro, NCTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20N=9
N=15
N=11
N=7
N=10
N=7
N=9
N=5
N=14
N=8
N=17
N=9
N=9
N=15
N=33
BT-73.7 Ft.
N=50/3"
N=50/2"
B-8
BT-72.2 Ft.
CPT-8 N=12
N=6
N=14
N=11
N=6
N=6
N=7
BT-25.0 Ft.
B-9
BT-52.2 Ft.
CPT-9 N=14
N=9
N=13
N=17
N=7
N=8
N=11
N=12
N=12
N=14
N=8
N=19
N=57
BT-55.0 Ft.
B-10
BT-4.0 Ft.
CPT-10
BT-32.8 Ft.
CPT-10A
N=25
N=34
N=9
N=10
N=19
N=45
N=48
N=13
N=11
N=11
N=10
N=12
BT-53.8 Ft.
N=50/3"
B-11
N=8
N=8
N=16
N=19
N=12
N=12
BT-20.0 Ft.
B-12
BT-25.9 Ft.
CPT-12
N=5
N=5
N=8
N=7
N=13
N=12
N=19
N=18
N=79
N=6
AR-41.4 Ft.
B-13
NOTES:
See Exploration Plan for orientation of soil profile.See General Notes in Supporting Information for symbols and soil
classifications.Soils profile provided for illustration purposes only.Soils between borings may differAR - Auger RefusalBT - Boring Termination
Topsoil SandyElastic Silt Silty Sand Sandy Silt
AggregateBaseCourse Concrete Elastic Siltwith Sand Fat Claywith Sand
PartiallyWeatheredRock
NoRecovery
860
870
880
890
900
910
920
930
940
950
860
870
880
890
900
910
920
930
940
950
BoreholeNumber
Liquid and Plastic Limits
ARBT
LL PLMoistureContent%w
B-14
Water Level Readingat time of drilling.
Water Level Readingafter drilling.
Sampling(See General Notes)Elevation - FeetExplanation
BoreholeLithology
BoreholeTermination Type
SUBSURFACE PROFILE
TRADE STREET APARTMENTS
860 N TRADE STREET
WINSTON-SALEM, NC
Project No.: 75205052
Date: 5/1/2020
Scale: N.T.S. Horizontally 7327 W Friendly Ave Ste GGreensboro, NCTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20N=9
N=6
N=8
N=20
N=15
N=13
BT-20.0 Ft.
B-14
N=12
N=11
N=7
N=11
N=17
N=15
N=11
N=10
N=10
N=9
N=11
N=18
N=18
N=23
N=29
AR-72.2 Ft.
N=50/2"
B-15
BT-64.0 Ft.
CPT-15
N=11
N=14
N=13
N=13
N=18
N=10
BT-20.0 Ft.
B-16
N=9
N=11
N=13
N=8
N=10
N=11
N=12
N=13
N=11
BT-35.0 Ft.
B-17
BT-10.4 Ft.
CPT-18
BT-12.0 Ft.
MC-18
BT-20.2 Ft.
CPT-19
BT-12.0 Ft.
MC-19 N=11
N=14
N=13
N=10
BT-10.0 Ft.
R-1
N=11
N=19
N=14
N=11
BT-10.0 Ft.
R-2
NOTES:
See Exploration Plan for orientation of soil profile.See General Notes in Supporting Information for symbols and soilclassifications.Soils profile provided for illustration purposes only.Soils between borings may differAR - Auger RefusalBT - Boring Termination
AggregateBaseCourse Sandy Silt Elastic Silt Silty Sand
SandyElastic Silt
ClayeySand ModelLayer 3 Elastic Siltwith Sand
PartiallyWeatheredRock
3-5-5N=10
4-5-7
N=12
4-6-9N=15
5-6-4
N=10
4-7-6
N=13
3-6-7
N=13
21
CRUSHED STONE, 1"
CONCRETE, 6"
RESIDUAL - SILTY SAND (SM), contains mica, fine to coarse grained,red brown, moist, medium dense
Boring Terminated at 20 Feet
0.10.6
20.0
939+/-938.5+/-
919+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1053° Longitude: -80.2478°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 939 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-1
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 12.7'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 12.7'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
CRUSHED STONE, 11"
FILL - SILTY SAND , fine to coarse grained, brown, moist
RESIDUAL - SANDY SILT (ML), red, moist, very stiff
stiff
SILTY SAND (SM), contains mica, fine to coarse grained, brown, moist,loose
medium dense
loose
medium dense
Boring Terminated at 40 Feet
0.9
2.0
13.0
40.0
940+/-
939+/-
928+/-
901+/-
10-11-7N=18
4-7-10
N=17
6-9-12N=21
5-7-7
N=14
3-4-4
N=8
5-6-9
N=15
3-5-6
N=11
3-3-5
N=8
3-4-4N=8
3-5-5N=10
562048-28-20
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40
DEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 941 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-2
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1053° Longitude: -80.2472°GRAPHIC LOGBoring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 27.4'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 27.4'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
2-3-3N=6
3-3-3
N=6
5-7-11N=18
5-6-7
N=13
9-8-11
N=19
3-5-6
N=11
632757-28-29
CRUSHED STONE, 6"
FILL - SANDY FAT CLAY , red brown, moist
RESIDUAL - ELASTIC SILT WITH SAND (MH), red, moist, very stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red brown,moist, medium dense
Boring Terminated at 20 Feet
0.5
6.0
8.0
20.0
941.5+/-
936+/-
934+/-
922+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1054° Longitude: -80.2467°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 942 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-3
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 14.3'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 14.3'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
1-1-2N=3
3-6-5
N=11
2-2-2N=4
1-2-4
N=6
2-3-4
N=7
9-11-12
N=23
42
19
TOPSOIL, 1"
FILL - SANDY SILT , contains mica, red, moist
contains crushed stone
FILL - ELASTIC SILT , contains wood fragments, brown, moist
RESIDUAL - ELASTIC SILT (MH), red, moist, medium stiff
SILTY SAND (SM), contains mica, fine to medium grained, red brown,moist, loose
fine to coarse grained, medium dense
Boring Terminated at 20 Feet
0.1
6.0
8.0
13.0
20.0
941+/-
935+/-
933+/-
928+/-
921+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1055° Longitude: -80.2468°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 941 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-4
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 14.3'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 14.3'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
940
935
930
925
920
915
910
905
900
895
890
885
880
875
870
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/8/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/8/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-4
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 941 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1055344700055°
-80.2467585165288°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 23.3 Feet
>>>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Groundwater Not Encountered
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
940
935
930
925
920
915
910
905
900
895
890
885
880
875
870
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
CPT Completed: 4/8/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-4A
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 941 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1055339282442°
-80.2467806447531°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/8/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 17.2 Feet
>>>>>>
>>
Groundwater Not Encountered
4-4-4N=8
2-2-2
N=4
3-4-6N=10
4-6-10
N=16
19-31-30
N=61
5-5-6
N=11
6-11-12
N=23
17-21-32
N=53
27-21-45N=66
9-11-19N=30
54
17
24 40-20-20
TOPSOIL, 2"
FILL - SILTY SAND , contains mica, fine to coarse grained, red brown,moist
FILL - SANDY LEAN CLAY , red, moist
RESIDUAL - ELASTIC SILT (MH), contains mica, red, moist, stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red brown,moist, medium dense
brown, very dense
medium dense
very dense
dense
Boring Terminated at 40 Feet
0.2
3.0
6.0
8.0
40.0
938+/-
935+/-
932+/-
930+/-
898+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1057° Longitude: -80.2466°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 938 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-5
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 27.9'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 27.9'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
7-8-8N=16
3-4-7
N=11
7-9-14N=23
7-13-14
N=27
8-12-17
N=29
7-14-26
N=40
26
TOPSOIL, 2"
RESIDUAL - SANDY SILT (ML), contains mica, red, moist, very stiff
stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red brown,moist, medium dense
brown
dense
Boring Terminated at 20 Feet
0.2
6.0
20.0
935+/-
929+/-
915+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2467°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 935 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-6
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 12.0'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 12.0'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
935
930
925
920
915
910
905
900
895
890
885
880
875
870
865
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/7/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/7/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-6
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 935 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1061809675668°
-80.2466703376239°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 18.2 Feet
>>>>>>>>>>
>>>>>>>>>>
Groundwater Not Encountered
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
935
930
925
920
915
910
905
900
895
890
885
880
875
870
865
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/7/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/7/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-6A
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
Approx. Surface Elev: 935 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.106192344459°
-80.2466696670716°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
CPT Terminated at 16.1 Feet
Groundwater Not Encountered
3-2-2N=4
8-7-8
N=15
5-5-6N=11
3-4-5
N=9
4-5-6
N=11
2-2-2
N=4
2-2-3
N=5
3-3-3
N=6
6-7-7N=14
5-5-6N=11
CRUSHED STONE, 9"
FILL - SANDY SILT , contains mica, red brown, moist
FILL - SILTY SAND , contains crushed stone and mica, fine to coarsegrained, moist
RESIDUAL - SANDY SILT (ML), contains mica, red brown, moist, stiff
SILTY SAND (SM), contains mica, fine to coarse grained, brown with tan,moist, loose
medium dense
fine to medium grained, tan, loose
gray tan
medium dense
0.8
3.0
6.0
8.0
929.5+/-
927+/-
924+/-
922+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2471°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 930 (Ft.) +/-
Page 1 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-7
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NCCave-in Depth, 16.4'
While drilling, 47.1'
Cave-in Depth, 16.4'
WATER LEVEL OBSERVATIONS
While drilling, 47.1'SAMPLE TYPE
3-5-6
N=11
3-8-8N=16
3-5-7N=12
15-21-23N=44
50/2"N=50/2"
50/0"N=50/0"
SILTY SAND (SM), contains mica, fine to coarse grained, brown with tan,moist, loose (continued)brown
wet
fine to coarse grained, tan, dense
PARTIALLY WEATHERED ROCK - SAMPLED AS SILT SAND, contains
mica and rock fragments, fine to coarse grained, tan
Auger and Sampler Refusal at 68.8 Feet
63.0
68.8
867+/-
861+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2471°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 930 (Ft.) +/-
Page 2 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-7
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NCCave-in Depth, 16.4'
While drilling, 47.1'
Cave-in Depth, 16.4'
WATER LEVEL OBSERVATIONS
While drilling, 47.1'SAMPLE TYPE
4-4-5N=9
10-10-5
N=15
3-5-6N=11
3-3-4
N=7
5-5-5
N=10
3-3-4
N=7
5-4-5
N=9
2-2-3
N=5
6-7-7N=14
2-3-5N=8
TOPSOIL, 3"
FILL - SANDY ELASTIC SILT , contains mica and crushed stone, redbrown, moist
FILL - SILTY SAND , contains concrete fragments, fine to coarse grained,
light grey, moist
RESIDUAL - SANDY SILT (ML), contains mica, red brown, moist, stiff
SILTY SAND (SM), contains mica, fine to medium grained, red brown,moist, loose
fine to coarse grained, tan, brown, and white, medium dense
fine to medium grained, brown, loose
red tan
NO SAMPLED OBTAINED
SILTY SAND (SM), contains mica, fine to medium grained, brown, moist,
loose
0.3
4.0
6.0
8.0
33.0
36.0
924+/-
920+/-
918+/-
916+/-
891+/-
888+/-
Rock fragment likely blocked split spoon at 33 feet
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2475°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 924 (Ft.) +/-
Page 1 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-8
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, 42'
Cave-in Depth, 48.3'
While drilling, 51.5'
At completion of drilling, 42'
Cave-in Depth, 48.3'
WATER LEVEL OBSERVATIONS
While drilling, 51.5'SAMPLE TYPE
8-8-9
N=17
3-4-5N=9
3-4-5N=9
5-5-10N=15
13-19-14N=33
50/3"N=50/3"
50/2"N=50/2"
SILTY SAND (SM), contains mica, fine to medium grained, brown, moist,loose (continued)fine to coarse grained, medium dense
tan and white, loose
wet
tan with white, medium dense
dense
PARTIALLY WEATHERED ROCK - SAMPLED AS SILTY SAND, contains
mica, fine to coarse grained, tan
Boring Terminated at 73.7 Feet
68.0
73.7
856+/-
850.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2475°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 924 (Ft.) +/-
Page 2 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-8
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, 42'
Cave-in Depth, 48.3'
While drilling, 51.5'
At completion of drilling, 42'
Cave-in Depth, 48.3'
WATER LEVEL OBSERVATIONS
While drilling, 51.5'SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
920
915
910
905
900
895
890
885
880
875
870
865
860
855
850
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
Groundwater Not Encountered
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/24/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/24/2020
Operator: CS
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-8
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 924 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1062101925259°
-80.2475324285907°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
Shear Wave Velocity, Vs(ft/sec)
700 1400 2100 2800
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 72.2 Feet
>>>>>>
>>>>>>>>>>>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
2-3-9N=12
3-3-3
N=6
4-6-8N=14
3-5-6
N=11
3-3-3
N=6
2-3-3
N=6
3-3-4
N=7
21
20
CRUSHED STONE, 6"
FILL - SANDY SILT , contains mica and crushed stone, red brown, moist
RESIDUAL - SANDY SILT (ML), contains mica, red and yellow, moist, stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red and yellow,moist, loose
Boring Terminated at 25 Feet
0.5
6.0
13.0
25.0
927.5+/-
922+/-
915+/-
903+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.106° Longitude: -80.2478°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 928 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-9
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 16.4'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 16.4'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
925
920
915
910
905
900
895
890
885
880
875
870
865
860
855
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/7/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/7/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-9
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 928 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1060195726469°
-80.2477746885391°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 52.2 Feet >>>>>>>>>>>>>>>>>>
>>>>>>>>>>>>
>>
>>>>>>>>>>>>>>>>
>>
>>
Groundwater Not Encountered
8-7-7N=14
3-4-5
N=9
6-7-6N=13
4-7-10
N=17
2-3-4
N=7
2-3-5
N=8
3-5-6
N=11
5-6-6
N=12
4-5-7N=12
5-7-7N=14
11
CRUSHED STONE, 4"
FILL - SANDY SILT , red and brown, moist
contains wood fragments
contains concrete fragments
RESIDUAL - SILTY SAND (SM), contains mica, fine to coarse grained,
red brown, moist, medium dense
loose
brown
medium dense
0.3
7.0
931.5+/-
925+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.106° Longitude: -80.2472°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 932 (Ft.) +/-
Page 1 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-10
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 38.0'
While drilling, 49.3'
At completion of drilling, dry
Cave-in Depth, 38.0'
WATER LEVEL OBSERVATIONS
While drilling, 49.3'SAMPLE TYPE
4-4-4
N=8
6-7-12N=19
18-26-31N=57
RESIDUAL - SILTY SAND (SM), contains mica, fine to coarse grained,red brown, moist, medium dense (continued)loose
wet, medium dense
very dense
Boring Terminated at 55 Feet
55.0 877+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.106° Longitude: -80.2472°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 932 (Ft.) +/-
Page 2 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-10
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 38.0'
While drilling, 49.3'
At completion of drilling, dry
Cave-in Depth, 38.0'
WATER LEVEL OBSERVATIONS
While drilling, 49.3'SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
930
925
920
915
910
905
900
895
890
885
880
875
870
865
860
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/8/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/8/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-10
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 932 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1059731518164°
-80.2471752529786°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 4 Feet >>>>>>>>>>
Groundwater Not Encountered
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
930
925
920
915
910
905
900
895
890
885
880
875
870
865
860
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/8/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/8/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-10A
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 932 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.105990473025°
-80.2471752529786°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 32.8 Feet
>>
>>
Groundwater Not Encountered
4-9-16N=25
9-9-25
N=34
3-4-5N=9
5-4-6
N=10
9-10-9
N=19
13-20-25
N=45
15-23-25
N=48
6-7-6
N=13
4-5-6N=11
6-4-7N=11
8
CRUSHED STONE, 8"
RESIDUAL - SILTY SAND (SM), contains mica, fine to coarse grained,red brown, moist, medium dense
dense
loose
brown, medium dense
contains rock fragments
dense
medium dense
0.7 933.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.106° Longitude: -80.2467°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 934 (Ft.) +/-
Page 1 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-11
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 35.9'
While drilling, 46.5'
At completion of drilling, dry
Cave-in Depth, 35.9'
WATER LEVEL OBSERVATIONS
While drilling, 46.5'SAMPLE TYPE
3-3-7
N=10
6-5-7N=12
50/3"N=50/3"
RESIDUAL - SILTY SAND (SM), contains mica, fine to coarse grained,red brown, moist, medium dense (continued)
wet
PARTIALLY WEATHERED ROCK - SAMPLED AS SILTY SAND, contains
mica, fine to coarse grained, brown gray, wet
Boring Terminated at 53.8 Feet
53.0
53.8
881+/-
880+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.106° Longitude: -80.2467°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 934 (Ft.) +/-
Page 2 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-11
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 35.9'
While drilling, 46.5'
At completion of drilling, dry
Cave-in Depth, 35.9'
WATER LEVEL OBSERVATIONS
While drilling, 46.5'SAMPLE TYPE
5-5-3N=8
3-2-6
N=8
4-6-10N=16
6-8-11
N=19
4-6-6
N=12
4-5-7
N=12
9
CRUSHED STONE, 4.5"
CONCRETE, 4.5"
FILL - SILTY SAND , fine to coarse grained, brown, moist
RESIDUAL - ELASTIC SILT WITH SAND (MH), red, moist, very stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red brown,moist, medium dense
Boring Terminated at 20 Feet
0.40.8
6.0
13.0
20.0
940.5+/-940.5+/-
935+/-
928+/-
921+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1054° Longitude: -80.2469°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 941 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-12
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 13.2'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 13.2'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
940
935
930
925
920
915
910
905
900
895
890
885
880
875
870
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/24/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/24/2020
Operator: CS
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-12
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 941 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1053885151972°
-80.2468804392752°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
Shear Wave Velocity, Vs(ft/sec)
700 1400 2100 2800
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 25.9 Feet
>>
Groundwater Not Encountered
2-3-2N=5
1-2-3
N=5
2-3-5N=8
2-3-4
N=7
3-5-8
N=13
5-5-7
N=12
4-6-13
N=19
5-8-10
N=18
12-43-36N=79
2-3-3N=6
50/0"
TOPSOIL, 3"
FILL - SANDY SILT , red and brown, moist
RESIDUAL - FAT CLAY WITH SAND (CH), red and yellow, moist, mediumstiff
SANDY SILT (ML), contains mica, red, moist, medium stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red, moist,medium dense
white and red
red and yellow
very dense
loose
0.3
3.0
6.0
13.0
41.4
921.5+/-
919+/-
916+/-
909+/-
880.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1062° Longitude: -80.2479°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 922 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-13
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 29.6'
While drilling, 40.3'
At completion of drilling, dry
Cave-in Depth, 29.6'
WATER LEVEL OBSERVATIONS
While drilling, 40.3'SAMPLE TYPEAuger and Sampler Refusal at 41.4 Feet
Exhibit: A-23
Approx. Surface Elev: 922 ft +/-
Operator: C. Storm
Project No.: 75205052
DMT Started: 4/8/2020
CLIENT:DPJ Residential, LLCCharlotte, NC
DMT LOG NO. DMT-13
TEST LOCATION:
Page 1 of 1
Trade Street Apartments
Rig: Pagani TG73-200
DMT Completed: 4/8/2020WATER LEVEL OBSERVATION
1 Muck / peat2 Clay3 Silty clay4 Clayey silt5 Silt6 Sandy silt7 Silty sand8 Sand
PROJECT:
SITE:860 N Trade Street
Winston-Salem, NC
(used in normalizations and correlations;see Appendix C)
Calibrations: A - 0.5 bar; B - 0.3 bar; Zm - 0
bar
Blade no. 346
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
DMT specification reports available upon request.
Depth
(ft)
0
5
10
15
20
25
30
35
Latitude:
Longitude:
36.1062405908518°
-80.2478330027281°
Contact Stress, p0
(tsf)
4 8 12 16
Approx.
Elev.(ft)
920
915
910
905
900
895
890
885
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. DMT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/20Expansion Stress, p1
(tsf)
7 14 21 28
Dilatometer Horizontal
Stress Index, KD
20 40 60 80
MaterialDescriptionDMT Soil
Behavior Type
1 2 3 4 5 6 7
Dilatometer Modulus, ED
(tsf)
180 360 540 720
DMT Terminated at 35.8 Feet
Groundwater Not Encountered
See Exploration Plan
4-5-4N=9
2-3-3
N=6
3-3-5N=8
6-9-11
N=20
5-7-8
N=15
3-5-8
N=13
23
CRUSHED STONE, 2"
FILL - SANDY SILT , contains mica, red and brown, moist
RESIDUAL - ELASTIC SILT (MH), red brown, moist, medium stiff
SANDY SILT (ML), contains mica, red, moist, very stiff
tan red, stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red and brown,moist, medium dense
Boring Terminated at 20 Feet
0.2
6.0
8.0
18.0
20.0
941+/-
935+/-
933+/-
923+/-
921+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1054° Longitude: -80.2471°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 941 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-14
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 13.8'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 13.8'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Exhibit: A-25
Approx. Surface Elev: 941 ft +/-
Operator: C. Storm
Project No.: 75205052
DMT Started: 4/8/2020
CLIENT:DPJ Residential, LLCCharlotte, NC
DMT LOG NO. DMT-14
TEST LOCATION:
Page 1 of 1
Trade Street Apartments
Rig: Pagani TG73-200
DMT Completed: 4/8/2020WATER LEVEL OBSERVATION
1 Muck / peat2 Clay3 Silty clay4 Clayey silt5 Silt6 Sandy silt7 Silty sand8 Sand
PROJECT:
SITE:860 N Trade Street
Winston-Salem, NC
(used in normalizations and correlations;see Appendix C)
Calibrations: A - 0.5 bar; B - 0.3 bar; Zm - 0
bar
Blade no. 346
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
DMT specification reports available upon request.
Depth
(ft)
0
5
10
15
20
25
30
35
Latitude:
Longitude:
36.105430829844°
-80.2470390572946°
Contact Stress, p0
(tsf)
4 8 12 16
Approx.
Elev.(ft)
940
935
930
925
920
915
910
905
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. DMT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/20Expansion Stress, p1
(tsf)
7 14 21 28
Dilatometer Horizontal
Stress Index, KD
20 40 60 80
MaterialDescriptionDMT Soil
Behavior Type
1 2 3 4 5 6 7
Dilatometer Modulus, ED
(tsf)
180 360 540 720
DMT Terminated at 25.9 Feet
Groundwater Not Encountered
See Exploration Plan
4-5-7N=12
4-5-6
N=11
3-3-4N=7
4-5-6
N=11
2-12-5
N=17
7-5-10
N=15
4-5-6
N=11
3-4-6
N=10
4-4-6N=10
3-4-5N=9
642857-31-26
CRUSHED STONE, 8"
RESIDUAL - SANDY ELASTIC SILT (MH), red, moist, stiff
SILTY SAND (SM), contains mica, fine to medium grained, red brown,moist, medium dense
loose
medium dense
loose
fine to coarse grained, medium dense
fine to medium grained, brown, loose
0.7
3.5
939.5+/-
936.5+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35
40 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1054° Longitude: -80.2475°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 940 (Ft.) +/-
Page 1 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-15
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 46.8
While drilling, 52.8'
At completion of drilling, dry
Cave-in Depth, 46.8
WATER LEVEL OBSERVATIONS
While drilling, 52.8'SAMPLE TYPE
3-5-6
N=11
6-8-10N=18
3-8-10N=18
9-12-11N=23
8-12-17N=29
41-50/1"N=50/2"
SILTY SAND (SM), contains mica, fine to medium grained, red brown,moist, medium dense (continued)medium dense
fine to coarse grained
PARTIALLY WEATHERED ROCK - SAMPLED AS SILTY SAND, fine to
coarse grained, brown, moist
Auger Refusal at 72.2 Feet
68.0
72.2
872+/-
868+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)45
50
55
60
65
70 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1054° Longitude: -80.2475°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 940 (Ft.) +/-
Page 2 of 2
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-15
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-01-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-01-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 46.8
While drilling, 52.8'
At completion of drilling, dry
Cave-in Depth, 46.8
WATER LEVEL OBSERVATIONS
While drilling, 52.8'SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
940
935
930
925
920
915
910
905
900
895
890
885
880
875
870
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/8/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/8/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-15
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 940 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1053997449063°
-80.2475304828772°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 64 Feet
>>>>>>>>>>
>>>>>>>>>>>>>>>>
>>
>>>>>>>>
>>
>>>>>>>>
>>>>
Groundwater Not Encountered
5-6-5N=11
4-6-8
N=14
4-6-7N=13
4-6-7
N=13
5-7-11
N=18
5-5-5
N=10
16
CRUSHED STONE, 6"
RESIDUAL - SANDY SILT (ML), contains mica, red, moist, stiff
very stiff
stiff
Boring Terminated at 20 Feet
0.5
20.0
933.5+/-
914+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1057° Longitude: -80.2477°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 934 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-16
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 12.9
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 12.9
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
4-4-5N=9
4-5-6
N=11
3-6-7N=13
3-4-4
N=8
3-5-5
N=10
4-5-6
N=11
5-5-7
N=12
5-6-7
N=13
3-5-6N=11
482448-27-21
CRUSHED STONE, 10"
FILL - CLAYEY SAND , contains concrete fragments, red, moist, stiff
NO SAMPLE OBTAINED, asphalt fragment lodged in spoon
RESIDUAL - SANDY SILT (ML), contains mica, red, moist, stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red tan, moist,loose
medium dense
Boring Terminated at 35 Feet
0.9
3.0
6.0
8.0
35.0
933+/-
931+/-
928+/-
926+/-
899+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10
15
20
25
30
35 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1058° Longitude: -80.2474°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 934 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. B-17
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 24.2'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 24.2'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
AUGER PROBE
RESIDUAL - SANDY SILT (ML), contains mica, red, moist
SILTY SAND (SM), contains mica and rock fragments, fine to coarsegrained, red brown, moist
Boring Terminated at 12 Feet
4.0
6.5
12.0
928+/-
925.5+/-
920+/-
Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1058° Longitude: -80.2479°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 932 (Ft.) +/-
Page 1 of 1
Advancement Method:Macro Core
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Pagani TG73-200
BORING LOG NO. MC-18
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: C. Storm
Boring Completed: 04-08-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-08-2020
7327 W Friendly Ave Ste GGreensboro, NC
While drilling, dry
At completion of drilling, dry
WATER LEVEL OBSERVATIONS SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
930
925
920
915
910
905
900
895
890
885
880
875
870
865
860
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/7/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/7/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-18
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 932 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.1058248821144°
-80.2478510115218°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 10.4 Feet
>>>>>>>>>>>>
Groundwater Not Encountered
AUGER PROBE
SILTY SAND (SM), contains mica and rock fragments, fine to coarse
grained, red brown, moist
Boring Terminated at 12 Feet
4.0
12.0
931+/-
923+/-
Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1063° Longitude: -80.2467°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 935 (Ft.) +/-
Page 1 of 1
Advancement Method:Macro Core
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Pagani TG73-200
BORING LOG NO. MC-19
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: C. Storm
Boring Completed: 04-08-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-08-2020
7327 W Friendly Ave Ste GGreensboro, NC
While drilling, dry
At completion of drilling, dry
WATER LEVEL OBSERVATIONS SAMPLE TYPE
Depth
(ft)
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
Approx.Elev.(ft)
935
930
925
920
915
910
905
900
895
890
885
880
875
870
865
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 4/30/2010 20 30 40
Tip Resistance, qt(tsf)
100 200 300 400
Friction Ratio, Fr(%)
2 4 6
0.16 0.32 0.48 0.64
Sleeve Friction, fs(tsf)
1.6 3.2 4.8 6.4
WATER LEVEL OBSERVATION
4 Silt mixtures - clayey silt to silty clay5 Sand mixtures - silty sand to sandy silt6 Sands - clean sand to silty sand
1 Sensitive, fine grained2 Organic soils - clay3 Clay - silty clay to clay
Project No.: 75205052
CPT Started: 4/7/2020
Rig: Pagani TG73-200
Probe no. 5369 with net area ratio of .854
U2 pore pressure transducer location
Manufactured by Nova Cone; calibrated 8/15/2019
Tip and sleeve areas of 10 cm2 and 150 cm2
Ring friction reducer with O.D. of 1.875 in
7 Gravelly sand to dense sand8 Very stiff sand to clayey sand9 Very stiff fine grained
CPT Completed: 4/7/2020
Operator: C. Storm
CPT sensor calibration reports available upon request.
7327 W Friendly Ave Ste GGreensboro, NC
SITE:860 N Trade Street
Winston-Salem, NC
CPT LOG NO. CPT-19
CLIENT:DPJ Residential, LLCCharlotte, NCPROJECT:Trade Street Apartments
Approx. Surface Elev: 935 ft +/-
TEST LOCATION:
Page 1 of 1
Latitude:
Longitude:
36.10627°
-80.24667°
See Exploration Plan
See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).
Elevations were interpolated from a topographic site plan.
(used in normalizations and correlations;See Supporting Information)
MaterialDescriptionNormalized CPT
Soil Behavior Type
1 2 3 4 5 6 7 8
Pore Pressure, u2(tsf)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Hydrostatic Pressure
CPT Terminated at 20.2 Feet
Groundwater Not Encountered
3-5-6N=11
4-6-8
N=14
6-7-6N=13
5-5-5
N=10
CRUSHED STONE/CONCRETE FRAGMENTS, 6"
RESIDUAL - SANDY SILT (ML), contains mica, red and tan, moist, stiff
Boring Terminated at 10 Feet
0.5
10.0
939.5+/-
930+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1052° Longitude: -80.2476°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 940 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. R-1
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 5.3'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 5.3'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
5-6-5N=11
5-8-11
N=19
5-7-7N=14
4-5-6
N=11
CRUSHED STONE, 1"
FILL - SILTY SAND , fine to coarse grained, brown, moist
RESIDUAL - ELASTIC SILT WITH SAND (MH), red, moist, very stiff
SILTY SAND (SM), contains mica, fine to coarse grained, red and yellow,moist, medium dense
Boring Terminated at 10 Feet
0.1
2.0
6.0
10.0
942+/-
940+/-
936+/-
932+/-
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 75205052 TRADE STREET APAR.GPJ TERRACON_DATATEMPLATE.GDT 5/1/20WATER LEVELOBSERVATIONSDEPTH (Ft.)5
10 FIELD TESTRESULTSPERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS
LL-PL-PI
LOCATION See Exploration Plan
Latitude: 36.1052° Longitude: -80.2469°GRAPHIC LOGDEPTH ELEVATION (Ft.)
Approximate Surface Elev.: 942 (Ft.) +/-
Page 1 of 1
Advancement Method:HSA
Abandonment Method:Boring backfilled with auger cuttings upon completion.
Notes:
Project No.: 75205052
Drill Rig: Mobile B-57
BORING LOG NO. R-2
DPJ Residential, LLCCLIENT:Charlotte, NC
Driller: M. Hartley
Boring Completed: 04-02-2020
PROJECT: Trade Street Apartments
Elevations were interpolated from a topographicsite plan.
See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
860 N Trade Street Winston-Salem, NC
SITE:
Boring Started: 04-02-2020
7327 W Friendly Ave Ste GGreensboro, NC
At completion of drilling, dry
Cave-in Depth, 5.9'
While drilling, dry
At completion of drilling, dry
Cave-in Depth, 5.9'
WATER LEVEL OBSERVATIONS
While drilling, dry SAMPLE TYPE
Tested By:M. Grabski Checked By:R. Rogers
DIRECT SHEAR TEST REPORT
Terracon Consultants, Inc.
Charlotte, North Carolina
Client:
Project:Trade Street Apartments
Location:B-5
Sample Number:N/A Depth:4.0-6.0 ft
Proj. No.:75205052 Date Sampled:
Sample Type:Un-disturbed
Description:Light-Red sandy SILT
Assumed Specific Gravity=2.7
Remarks:B-5 @ (4-6)ft
Figure B-5
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psi
Fail. Stress, psi
Strain, %
Ult. Stress, psi
Strain, %
Strain rate, in./min.InitialAt TestShear Stress, psi0
2.5
5
7.5
10
12.5
15
Strain, %
0 5 10 15 20
1
2
3
4Fail. Stress, psi0
5
10
15
Normal Stress, psi
0 5 10 15 20 25 30
C, psi
f, deg
Tan(f)
Results
0.59
40.8
0.86
1
24.7
96.3
89.0
0.7496
2.500
1.000
27.4
96.7
99.4
0.7437
2.500
0.997
2.00
2.36
3.3
0.001
2
26.2
93.5
88.3
0.8023
2.500
1.000
28.7
95.0
99.9
0.7749
2.500
0.985
4.00
3.93
2.5
0.001
3
24.2
95.1
84.7
0.7719
2.500
1.000
27.5
96.7
100.0
0.7430
2.500
0.984
6.06
6.76
4.8
0.001
4
25.1
92.2
81.6
0.8289
2.500
1.000
27.8
94.9
96.8
0.7759
2.500
0.971
12.00
10.89
10.4
0.001
Tested By:M. Grabski Checked By:R. Rogers
DIRECT SHEAR TEST REPORT
Terracon Consultants, Inc.
Charlotte, North Carolina
Client:
Project:Trade Street Apartments
Location:B-9
Sample Number:N/A Depth:3.5-5.0 ft
Proj. No.:75205052 Date Sampled:
Sample Type:Undisturbed
Description:Red Sandy SILT
Assumed Specific Gravity=2.75
Remarks:B-9 @(3.5-5.0)ft
Figure B-9
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psi
Fail. Stress, psi
Strain, %
Ult. Stress, psi
Strain, %
Strain rate, in./min.InitialAt TestShear Stress, psi0
1
2
3
4
5
6
Strain, %
0 2.5 5 7.5 10
1
2
3Fail. Stress, psi0
2
4
6
Normal Stress, psi
0 2 4 6 8 10 12
C, psi
f, deg
Tan(f)
Results
0.21
43.1
0.94
1
20.0
96.1
69.8
0.7862
2.500
1.000
27.7
96.3
97.4
0.7832
2.500
0.998
2.54
2.88
1.2
0.001
2
22.8
98.8
84.1
0.7505
2.500
1.000
25.4
101.5
100.0
0.7044
2.500
0.974
4.00
3.78
1.3
0.001
3
24.5
96.7
86.0
0.7888
2.500
1.000
27.2
98.6
100.0
0.7545
2.500
0.981
6.00
5.67
1.7
0.001
Tested By:M. Grabski Checked By:R. Rogers
DIRECT SHEAR TEST REPORT
Terracon Consultants, Inc.
Charlotte, North Carolina
Client:
Project:Trade Street Apartments
Location:B-13
Sample Number:N/A Depth:6.1-8.1 ft
Proj. No.:75205052 Date Sampled:
Sample Type:un-disturbed
Description:Red fine Sandy SILT
Assumed Specific Gravity=2.77
Remarks:B-13 @(6.1-8.1)ft
Figure B-13
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psi
Fail. Stress, psi
Strain, %
Ult. Stress, psi
Strain, %
Strain rate, in./min.InitialAt TestShear Stress, psi0
1.5
3
4.5
6
7.5
9
Strain, %
0 5 10 15 20
1
2
3Fail. Stress, psi0
3
6
9
Normal Stress, psi
0 3 6 9 12 15 18
C, psi
f, deg
Tan(f)
Results
2.53
31.1
0.60
1
29.7
84.0
77.6
1.0595
2.500
1.000
37.3
84.1
98.0
1.0554
2.500
0.998
2.34
3.82
3.0
0.001
2
26.3
91.1
80.0
0.9191
2.500
1.000
32.3
91.8
100.0
0.9040
2.500
0.992
4.00
5.10
2.1
0.001
3
29.7
86.1
81.5
1.0087
2.500
1.000
34.8
87.8
99.5
0.9691
2.500
0.980
6.04
6.00
4.0
0.001

SUPPORTING INFORMATION

Contents:
Slope Stability Analysis Results
General Notes
CPT General Notes
Unified Soil Classification System

Note: All attachments are one page unless noted above

1.3241.324
250.00 lbs/ft2
1.3241.324
Material Name Color Unit Weight
(lbs/Ō3)Strength Type Cohesion
(psf)
Phi
(deg)
Fill 1 - Sandy Silt 118.5 Mohr-Coulomb 42 36
Fill 2 - Silty Sand 118.5 Mohr-Coulomb 20 31
Residual - Sandy Silt 118.5 Mohr-Coulomb 180 30
Residual - Silty Sand 120 Mohr-Coulomb 21 38945940935
930925920-5 0 5 10 15 20 25 30 35
Group 1Analysis Description Engineered Temporary Slope
Company TerraconDrawn By J. Link
File Name Temporary Slope.slmdDateApril 24, 2020
Project
Trade Street Apartments
SLIDEINTERPRET 8.018
0.25 to 0.50
> 4.00
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
less than 0.25
Unconfined Compressive Strength
Qu, (tsf)
Split Spoon
Trace
PLASTICITY DESCRIPTION
Water levels indicated on the soil boring logs arethe levels measured in the borehole at the times
indicated. Groundwater level variations willoccur over time. In low permeability soils,
accurate determination of groundwater levels isnot possible with short term water level
observations.
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
GENERAL NOTES
> 30
11 - 30
1 - 10Low
Non-plastic
Plasticity Index
#4 to #200 sieve (4.75mm to 0.075mm
Boulders
12 in. to 3 in. (300mm to 75mm)Cobbles
3 in. to #4 sieve (75mm to 4.75 mm)Gravel
Sand
Passing #200 sieve (0.075mm)Silt or Clay
Particle Size
Water Level After
a Specified Period of Time
Water Level After a
Specified Period of Time
Water InitiallyEncountered
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on
the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL
DESCRIPTIVE SOIL CLASSIFICATION
LOCATION AND ELEVATION NOTES
SAMPLING WATER LEVEL FIELD TESTS
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined CompressiveStrength
Photo-Ionization Detector
Organic Vapor Analyzer
Medium
0Over 12 in. (300 mm)
>12
5-12
<5
Percent ofDry Weight
TermMajor Component of Sample
Modifier
With
Trace
Descriptive Term(s) ofother constituents
>30Modifier
<15
Percent ofDry WeightDescriptive Term(s) ofother constituents
With 15-29
High
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
Standard Penetration or
N-Value
Blows/Ft.
Descriptive Term
(Density)
CONSISTENCY OF FINE-GRAINED SOILS
Hard
Very Dense > 50 Very Stiff 16 - 30
Dense 30 - 50 Stiff 9 - 15
Medium Dense 10 - 29 Medium Stiff 5 - 8
2 - 4Soft4 - 9Loose
0 - 1Very Soft0 - 3Very Loose
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field visual-manualprocedures or standard penetration resistance
STRENGTH TERMS
> 30
Descriptive Term
(Consistency)
Standard Penetration or
N-Value
Blows/Ft.
RELATIVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance
Exhibit: C-1
Unit Weight,
RELATIVE RELIABILITY OF CPT CORRELATIONS
WATER LEVEL
REPORTED PARAMETERS
7 Gravelly sand to dense sand
8 Very stiff sand to clayey sand
9 Very stiff fine grained
1 Sensitive, fine grained
2 Organic soils - clay
3 Clay - silty clay to clay
4 Silt mixtures - clayey silt to silty clay
5 Sand mixtures - silty sand to sandy silt
6 Sands - clean sand to silty sand
NORMALIZEDCONERESISTANCE,qt/atm10.1 10
1
Relative Density, Dr
NORMALIZED FRICTION RATIO, Fr
100
10
atm = atmospheric pressure = 101 kPa = 1.05 tsf
REFERENCES
CONE PENETRATION SOIL BEHAVIOR TYPE
CPT GENERAL NOTES
Small Strain Modulus, G0* andElastic Modulus, Es*
Sensitivity, St
Undrained Shear Strength, Su
* improves with seismic Vs measurements
Reliability of CPT-predicted N60 values ascommonly measured by the StandardPenetration Test (SPT) is not provided due tothe inherent inaccuracy associated with theSPT test procedure.
DESCRIPTION OF MEASUREMENTSAND CALIBRATIONS DESCRIPTION OF GEOTECHNICAL CORRELATIONS
Over Consolidation Ratio, OCR
Constrained Modulus, M
Permeability, k
Effective Friction Angle, '
Low Reliability High Reliability
Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA.
Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA.
Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA.
Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand,"Journal of the Soil Mechanics and Foundations Division, 96(SM3), 1011-1043.
1000
3
2
4
1
5
6
9
87
CPT logs as provided, at a minimum, report the data as required by ASTM D5778 and ASTM D7400 (if applicable).This minimum data include qt, fs, and u. Other correlated parameters may also be provided. These other correlatedparameters are interpretations of the measured data based upon published and reliable references, but they do notnecessarily represent the actual values that would be derived from direct testing to determine the various parameters.To this end, more than one correlation to a given parameter may be provided. The following chart illustrates estimatesof reliability associated with correlated parameters based upon the literature referenced below.
Small Strain Shear Modulus, G0 G0 (1) = Vs2
G0 (2) = 0.015 x 10(0.55Ic + 1.68)(qt -V0)
Corrected Tip Resistance, qt Cone resistance corrected for porewater and net area ratio effects
qt = qc + u2(1 - a)
SPT N60 N60 = (qt/atm) / 10(1.1268 - 0.2817Ic)
Pore Pressure, u Pore pressure measured during penetration u1 - sensor on the face of the cone u2 - sensor on the shoulder (more common)
Typically, silts and clays have high Fr values and
generate large excess penetration porewaterpressures; sands have lower Fr's and do not generate
excess penetration porewater pressures. Theadjacent graph (Robertson et al.) presents the soilbehavior type correlation used for the logs. This
normalized SBT chart, generally considered the mostreliable, does not use pore pressure to determine SBT
due to its lack of repeatability in onshore CPTs.
The estimated stratigraphic profiles included in theCPT logs are based on relationships betweencorrected tip resistance (qt), friction resistance (fs),
and porewater pressure (u2). The normalized frictionratio (Fr) is used to classify the soil behavior type.
Hydraulic Conductivity, k For 1.0 < Ic < 3.27 k = 10(0.952 - 3.04Ic)
For 3.27 < Ic < 4.0 k = 10(-4.52 - 1.37Ic)
Relative Density, Dr Dr = (Qtn / 350)0.5 x 100
Unit Weight, = (0.27[log(Fr)]+0.36[log(qt/atm)]+1.236) x water
V0 is taken as the incremental sum of the unit weights
Effective Friction Angle, ' ' (1) = tan-1(0.373[log(qt/ 'V0) + 0.29]) ' (2) = 17.6 + 11[log(Qtn)]
Undrained Shear Strength, Su Su = Qtn x 'V0/Nkt Nkt is a soil-specific factor (shown on Su plot)
Over Consolidation Ratio, OCR OCR (1) = 0.25(Qtn)1.25
OCR (2) = 0.33(Qtn)
Soil Behavior Type Index, Ic Ic = [(3.47 - log(Qtn)2 + (log(Fr) + 1.22)2]0.5
Clay and Silt
Sand
The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalizedsoil behavior type classification and correlated soil parameters. The water level may either be "measured" or "estimated:"Measured - Depth to water directly measured in the field Estimated - Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditionsWhile groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the
groundwater should be further defined prior to construction as groundwater level variations will occur over time.
Sleeve Friction, fs Frictional force acting on the sleeve
divided by its surface area
Sand Clay and Silt
Sand
To be reported per ASTM D7400, if collected:
Shear Wave Velocity, Vs Measured in a Seismic CPT and provides direct measure of soil stiffness
Normalized Friction Ratio, Fr The ratio as a percentage of fs to qt,
accounting for overburden pressure
Uncorrected Tip Resistance, qc Measured force acting on the cone divided by the cone's projected area
Where a is the net area ratio, a lab calibration of the cone typically
between 0.70 and 0.85
To be reported per ASTM D5778:
Clay and Silt
Clay and Silt
SandClay and Silt
Sand
SandClay and Silt
Clay and Silt
Sensitivity, St St = (qt -V0/Nkt) x (1/fs)Constrained Modulus, M
M =M(qt -V0)
For Ic > 2.2 (fine-grained soils)
M = Qtn with maximum of 14
For Ic < 2.2 (coarse-grained soils)
M = 0.0188 x 10(0.55Ic + 1.68)
Clay and Silt
Sand
Normalized Tip Resistance, Qtn Qtn = ((qt -V0)/Pa)(Pa/ 'V0)n
n = 0.381(Ic) + 0.05( 'V0/Pa) - 0.15
Elastic Modulus, Es (assumes q/qultimate ~ 0.3, i.e. FS = 3)
Es (1) = 2.6 G0 where = 0.56 - 0.33logQtn,clean sand Es (2) = G0 Es (3) = 0.015 x 10(0.55Ic + 1.68)(qt -V0) Es (4) = 2.5qt
UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels: More than 50% of
coarse fraction
retained on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu  4 and 1  Cc  3 E GW Well-graded gravel F
Cu  4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu  6 and 1  Cc  3 E SW Well-graded sand I
Cu  6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils: 50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI  7 and plots on or above “A”
line J CL Lean clay K, L, M
PI  4 or plots below “A” line J ML Silt K, L, M
Organic: Liquid limit - oven dried  0.75 OL Organic clay K, L, M, N
Liquid limit - not dried Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic Silt K, L, M
Organic: Liquid limit - oven dried  0.75 OH Organic clay K, L, M, P
Liquid limit - not dried Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D

F If soil contains  15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains  15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant.
L If soil contains  30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains  30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI  4 and plots on or above “A” line.
O PI  4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.