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T&H Notes:1. Boring Map,
pdf page 44.
Geotechnical Engineering Report
1-85 Commerce Center
Salisbury, Rowan County, North Carolina
April 20, 2021
Terracon Project No. 71215021
Prepared for:
NorthPoint Development
Cincinnati, OH
Prepared by:
Terracon Consultants, Inc.
Charlotte, North Carolina
April 20, 2021
NorthPoint Development
4805 Montgomery Road, Suite 310
Cincinnati, OH 45212
Attn: Mr. Michael Johnston
P: (614) 546-9850
E: mjohnston@northpointkc.com
Re: Geotechnical Engineering Report
1-85 Commerce Center
410 Webb Road
Salisbury, Rowan County, North Carolina
Terracon Project No. 71215021
Dear Mr. Johnston:
Irerracon
GeoReport
We have completed the Geotechnical Engineering services for the above referenced project. This
study was performed in general accordance with Terracon Proposal No. P71215021 dated
February 8, 2021. This report presents the findings of the subsurface exploration and provides
geotechnical recommendations concerning earthwork and the design and construction of
foundations, floor slabs, and pavements for the proposed 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.
4/20/2021
Sincerely, Y`,pisu+nrrrp�� ,f
Terracon Consultants, Inc. �•�(1�CARp��.,
i
4�¢• Smriti Dhi i, E. I.
Staff Geotechnical Professional
Christopher R. Briggs, P.E.
Geotechnical Department Manager
e ' 0090%-)
Michael R.
Senior Engineer
Terracon Consultants, Inc. 2701 Westport Road Charlotte, North Carolina 28208
INC License No. F-0869 P (704) 509 1777 F (704) 509 1888 terracon.com
REPORT TOPICS
EXECUTIVE SUMMARY................................................................................................. i
INTRODUCTION.............................................................................................................
1
SITECONDITIONS.........................................................................................................1
PROJECT DESCRIPTION..............................................................................................
2
GEOTECHNICAL CHARACTERIZATION......................................................................
3
GEOTECHNICAL OVERVIEW....................................................................................... 5
EARTHWORK.................................................................................................................
7
SHALLOW FOUNDATIONS.........................................................................................
13
SEISMIC CONSIDERATIONS......................................................................................
16
FLOORSLABS.............................................................................................................
16
LATERAL EARTH PRESSURES.................................................................................
18
PAVEMENTS................................................................................................................
20
ADDITIONAL SERVICES.............................................................................................23
GENERAL COMMENTS...............................................................................................
24
FIGURES......................................................................................................................
25
ATTACHMENTS...........................................................................................................
26
Note: This report was originally delivered in a web -based format. Orange Bold text in the report indicates a referenced
section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the
GeoReport logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com.
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.
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Geotechnical Engineering Report
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021
EXECUTIVE SUMMARY
Topic ,
Project Description
Geotechnical Characterization
Earthwork
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Overview Statement a
The project is located at 410 Webb road in Salisbury,
North Carolina. This project will include the
construction of a single -story, approximately 635,000
SF industrial building, four stormwater ponds, surface
parking and access drives.
As part of our geotechnical exploration, twenty-nine
borings, designated B-01 through B-29, performed to
depths of approximately 10 to 50 feet below the existing
ground surface at the project site.
High plasticity soils (fat clays and elastic silts) were
observed in all of our borings but B-20 and extended
to depths of ranging from approximately 3 to 20 feet
below existing site grades. These soils are moisture
sensitive and may be difficult to work with.
Shallow groundwater was encountered in a majority
of borings during their 24 hour groundwater
measurements. Additional testing such as installation
of Piezometers is recommended to further analyze
the groundwater levels across the site.
Based on the results of our exploration and the 2018
North Carolina State Building Code (NCSBC), the
seismic site classification for this site is D.
The high plasticity soils encountered may be difficult
to work with as they can be very moisture -sensitive.
High -plasticity soils may be considered for structural
fill at depths greater than 3 feet from proposed
finished building and pavement elevations; however,
are generally not suitable for reuse in structural areas
in the upper 3 feet.
Based on our laboratory results, and our experience
with soils in this area, some of the soils appear wetter
than optimum moisture and may require drying and
scarification in order to reach optimum compaction.
Further details and recommendations are included
herein.
Shallow groundwater was encountered in a majority
of borings during their 24 hour groundwater
measurements. Dewatering measures should be
anticipated during construction in some areas of the
site and temporary excavations should be opened for
a minimal length of time. Permanent dewatering
systems may be required depending on the finished
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Topic Overview Statement 2
Shallow Foundations
Pavements
grades and groundwater table. Additional testing
such as installation of Piezometers is recommended
to further analyze the groundwater levels across the
site.
Based on the current topography and the proposed
grades, cuts and fills of greater than 10 feet may be
required to achieve final grades. To reduce potential
of excessive total and/or differential settlements in
these areas, we recommend settlement monitoring
performed in any locations with fill greater than 10
feet.
The residual soils may be excavated with
conventional construction equipment, such as
bulldozers, backhoes, and trackhoes.
Existing buildings, barns, stone piles, and debris
stockpiles are present at the site and will likely be
demolished as part of the construction process.
Underground features, such as buried foundations,
utilities and debris, should be anticipated to be
encountered during demolition and site clearing.
Photographs of debris shown in Photography Log.
It is recommended that if an existing drainage feature
will be impacted by construction, the applicable
drainage feature should have a subdrain installed to
reduce the potential for subsurface water to build up
over time
The proposed buildings may be supported on
conventional shallow and spread foundations with an
allowable bearing pressure of 2,500 psf with proper
under slab drainage as recommended herein.
Maximum settlements of less than 1-inch total and
differential settlements: less than about 2/3 of total
settlement are anticipated.
Depending on the final grades, additional
considerations may be needed due to the potential of
groundwater near the foundation/slab elevations. An
underslab drainage system may be considered to
reduce the potential for subsurface water to build up
over time.
With subgrade prepared as noted in tarinwor.
Asphalt:
3 inches Asphaltic Concrete (AC) surface
course over 6 inches crushed stone in
passenger car parking / light traffic areas
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Topic 1 Overview Statement 2
2 inches AC surface course and 3 inches of
AC binder course over 8 inches granular
base in main drive and truck access / heavy
traffic areas
Additional consideration for lime modification
has been considered in our pavement
analysis.
Concrete:
6 inches Portland Cement Concrete (PCC) in
passenger car parking / light traffic areas
8 inches PCC in main drive and truck access
/ heavy traffic areas
■ Concrete should be placed over at least 4 to
6 inches of crushed stone.
General Comments This section contains important information about the
limitations of this geotechnical engineering report.
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 simply clicking on the topic itself.
This summary is for convenience only. It should be used in conjunction with the entire report for design
purposes.
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Geotechnical Engineering Report
1-85 Commerce Center
410 Webb Road
Salisbury, Rowan County, North Carolina
Terracon Project No. 71215021
April 20, 2021
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed single -story structure to be located at 410 Webb Road in
Salisbury, Rowan County, North Carolina. The purpose of these services is to provide information
and geotechnical engineering recommendations relative to:
Subsurface soil conditions
Groundwater conditions
Site preparation and earthwork
Settlement due to fill
Dewatering considerations
Excavation considerations
Foundation design and construction
Floor slab design and construction
Seismic site classification per NCSBC
Lateral earth pressures
Stormwater pond considerations
Pavement design and construction
The geotechnical engineering Scope of Services for this project included the advancement of
twenty-nine test borings to depths ranging from approximately 10 to 50 feet below existing site
grades.
Maps showing the site and boring locations are shown in the Site Location and Exploration
Plai , respectively. The results of the laboratory testing performed on soil samples obtained from
the site during the field exploration are included on the boring logs 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
The project is located at 410 Webb Road in Salisbury, Rowan County, North
Location Information Carolina. The site is approximately 14.5 acres, and is located at approximate
Latitude 35.60211 ° N and Longitude 80.53882' W
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April 20, 2021 Terracon Project No. 71215021 GeoReport
Item Description
Existing
The site is mostly undeveloped and wooded. A single -story structure is
Improvements located on the northwestern portion of the site. There are piles of debris on
the northeast of the property.
Current Ground Cover Moderately to heavily wooded and grass
The site varies in elevation between approximately 759 feet along the
Existing Topography (from Google Earth) southeastern border to an elevation is approximately 803 feet along the
northwestern border.
Geology Piedmont Physiographic Region. See Geology.
We also collected photographs at the time of our field exploration program. Representative photos
are provided in our I1ULUVIaNiiy L-vy.
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:
Item
Information Provided
Description
■ "Concept Site Plan B1 — 1-85 Commerce Center (Rowan County,
INC)" by NorthPoint Development dated 01/18/2021.
The overall project will include the development of a 635,000 SF industrial
Project Description
building, four stormwater ponds, surface parking and access drives.
The structure will be tilt -panel construction with slab -on -grade (non -
Proposed Structure
basement).
Concrete Tilt -Panel
Building Construction
Slab -on -grade
Finished Floor Elevation
774 feet
■ Columns: 250 kips
Maximum Loads
■ Walls: 3 to 5 kips per linear foot (klf)
(Assumed)
Slabs: 250 pounds per square foot (psf)
Finished floor elevation is expected to be at 774 feet, MSL.
Up to 20 feet of cut and fill will be required to develop final grade.
Grading/Slopes
Final slope angles of as steep as 3H:1V (Horizontal: Vertical) are
expected.
Loading dock walls are anticipated. No other below grade structures are
Below -Grade Structures
anticipated.
Free -Standing Retaining
Retaining walls are not expected to be constructed as part of site
Walls
development to achieve final grades.
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Item Description
We assume both rigid (concrete) and flexible (asphalt) pavement sections
should be considered. Please confirm this assumption.
Anticipated traffic is as follows:
Pavements Autos/light trucks: 1,000 vehicles per day
■ Light delivery and trash collection vehicles: 10 vehicles per day
■ Tractor -trailer trucks: 50 vehicles per day
The pavement design period is 20 years.
GEOTECHNICAL CHARACTERIZATION
Geology
The project site is located 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/ elastic soils near
the surface where soil weathering is more advanced, underlain by sandy silts and silty sands that
generally become harder with depth to the top of parent bedrock. Alluvial soils are typically present
within floodplain areas along creeks and rivers in the Piedmont. According to the 1985 Geologic
Map of North Carolina, the site is within the Charlotte Belt. The bedrock underlying the site
generally consists of metavolcanics, interbedded felsic to mafic tuffs.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock (PWR) is defined for engineering purposes as residual material with a standard
penetration test resistance exceeding 100 blows per foot. The transition between hard/dense
residual soils and partially weathered rock occurs at irregular depths due to variations in degree
of weathering.
Groundwater is typically present in fractures within the partially weathered rock or underlying
bedrock in upland areas of the Piedmont. Fluctuations in groundwater levels on the order of 2 to
4 feet are typical in residual soils and partially weathered rock in the Piedmont, depending on
variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater
levels are expected to occur during or just after the typically cooler months of the year (November
through April).
Subsurface Profile
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, laboratory data, geologic setting and our understanding of
the project. This characterization, termed GeoModel, forms the basis of our geotechnical
calculations and evaluation of site preparation and foundation options. Conditions encountered at
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April 20, 2021 Terracon Project No. 71215021 GeoReport
each exploration point are indicated on the individual logs. The individual logs can be found in the
-xploration Result section and the GeoModel can be found in the vu, section of this report.
As part of our analyses, we identified the following model layers within the subsurface profile. For
a more detailed view of the model layer depths at each boring location, refer to the GeoModel.
Model
Layer Name
Layer
1
Surficial Material
2
High Plasticity
Residual Soil
3
Low Plasticity
Residual Soil
4
Partially Weathered
Rock (PWR)
Groundwater Conditions
General Description
Topsoil
Elastic SILT and Fat CLAY with varying amount of Sand
SILT and Lean CLAY with varying amounts of Sand and Silty
SAND
Sampled as Silty SAND
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. In addition, delayed water levels were also obtained in some borings. The water levels
observed in the boreholes can be found on the boring logs in Exploration Results, and are
summarized in the following table:
Boring Number
Approximate Boring
Elevation
(feet)
796
Approximate Depth to
Groundwater
(feet)
8
11
2
Approximate Elevation
of Groundwater
(feet)
788
B-01
B-02
793
782
B-03
780
778
B-04
774
3
771
B-05
771
3.5
767.5
B-06
771
21
750
B-07
773
18
755
B-08
793
3
790
B-09
788
3
785
B-10
779
5
774
B-11
774
2
772
B-12
770
3.5
766.5
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Approximate Boring
Boring Number Elevation
(feet)
B-13 767
B-15 789
Approximate Depth to
Groundwater
(feet) " z
18.5
Approximate Elevation
of Groundwater
(feet)
748.5
787.5
1.5
2
23.5
At Ground Surface
8.5
3.5
B-16
783
781
B-17
777
753.5
B-18
772
772
B-19
770
761.5
B-20
767
763.5
B-21
764
8
756
B-22
798
2.5
795.5
B-26
766
17
749
B-27
765
12.5
752.5
B-28
770
4
766
B-29 784 12.5 771.5
1. Below ground surface
2. Shallowest Groundwater Encountered
Shallow groundwater was observed in most of the borings during 24-hour groundwater
measurement. In order to further evaluate the groundwater levels, piezometers are recommended
to be installed in the area.
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 boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
GEOTECHNICAL OVERVIEW
Site preparation should begin with the demolition of the existing structures/pavements and debris
removal. As part of the demolition, buried utilities and/or concrete foundations should also be
removed. Existing utilities that are to be abandoned should be removed or filled with grout. The
excavations resulting from foundation and utility removal should be properly backfilled with
compacted structural fill as described in the following subsections.
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Near -surface high elasticity soils (MH/CH materials) were identified in the majority of the borings.
Elastic silts and/or plastic clays were observed in each of the boring locations and extending to
depths ranging approximately 3 to 20 feet below the existing surface. These soils can be moisture
sensitive and difficult to work. If high plasticity/elasticity soils (ILL >_ 50 or PI >_ 30) are present at
proposed subgrade elevations outside of the building footprints and appear stable when prepared
in accordance with the recommendations herein, they may be acceptable to be left in place. If
they do not appear stable, or are encountered within building footprints, we recommend they are
undercut at least 3 feet below proposed foundation, pavement or slab subgrade elevations. High
plasticity/elasticity soils should not be used as structural fill within three feet of proposed grades
beneath structures/pavements. They may also be used as fill beneath non-structural areas, such
as planters and green spaces. We recommend that the contractor be requested to submit a unit
rate cost for removal (undercutting) and replacement as part of the bidding process. Additional
details are provided herein.
An alternative to the removal and replacement of high plasticity/elasticity soils is stabilization with
lime or cement. The stabilization process alters the chemical characteristics of soil and produces
a usable material. This alternative would generally entail the undercutting of high elasticity soils
and thoroughly mixing the undercut soils with lime or cement. Once the soil has been properly
mixed with an appropriate percentage of lime or cement, the soil can be reused as structural fill.
Additional laboratory work may be required to determine the appropriate percentage of lime or
cement to apply.
Based on the results of our laboratory testing, several of the soils encountered may be wetter
than optimum moisture content. Reusing these soils as structural fill will likely require drying to
reach optimum moisture and may lead to significant delays during construction. Remediation
options may include removal and replacement, scarifying and drying, mixing with dryer soil, and
lime/cement treatment.
Based on the current topography and the assumed grades, cuts and fills of greater than 20 feet may
be required to achieve final grades. To reduce potential of excessive total and/or differential
settlements in these areas, we recommend settlement monitoring performed in any locations with fill
greater than 10 feet.
Shallow groundwater was observed in a majority of the borings during delayed groundwater
measurement. Dewatering measures should be anticipated during construction in some areas of
the site and temporary excavations should be opened for a minimal length of time. Permanent
dewatering systems may be required depending on the finished grades and groundwater table.
Additional testing such as installation of Piezometers is recommended to further analyze the
groundwater levels across the site.
Based on the results of our subsurface exploration, proposed single -story structure may be
supported on conventional spread and strip footings with underslab drainage with a net allowable
bearing pressure of 2,500 psf. Further details and recommendations are provided herein.
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April 20, 2021 Terracon Project No. 71215021 GeORepOrt
Residual soils may be excavated with conventional construction equipment, such as bulldozers,
backhoes, and trackhoes.
It is recommended that if an existing drainage feature will be impacted by construction, the applicable
drainage feature should have a subdrain installed to reduce the potential for subsurface water to
build up overtime.
Based on the results of our field testing and the 2018 North Carolina State Building Code
(NCSBC), the seismic classification is D.
The General Comme, section provides an understanding of the report limitations.
EARTHWORK
Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The
following sections provide recommendations for use in the preparation of specifications for the
work. Recommendations include critical quality criteria, as necessary, to render the site in the
state considered in our geotechnical engineering evaluation for foundations, floor slabs, and
pavements.
Site Preparation
Site preparation should begin with the demolition of the existing structures/pavements and debris
removal. Photos of the existing structure and debris can be viewed in iotoaraphy Logs As
part of the demolition, buried utilities and/or concrete foundations should also be removed.
Existing utilities that are to be abandoned should be removed or filled with grout. The excavations
resulting from foundation and utility removal should be properly backfilled with compacted
structural fill as described in the following subsections. Utilities that are to remain in service should
be accurately located horizontally and vertically to minimize conflict with new foundation
construction.
Existing vegetation, topsoil, and any otherwise unsuitable material should be removed from the
construction areas prior to placing fill. Stripped materials consisting of vegetation and organic
materials should be wasted off site or used to vegetate landscaped areas or exposed slopes after
completion of grading operations. The exposed subgrade soils should be proofrolled to detect soft
or loose soils and identify unsuitable or poorly compacted fill. Proofrolling should be performed
with a fully -loaded, tandem -axle dump truck or similar pneumatic -tired construction equipment. A
Terracon representative should observe this operation to aid in delineating unstable soil areas.
Proofrolling should be performed after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade. Soils which continue to rut or deflect excessively under the
proofrolling operations should be remediated as recommended by the geotechnical engineer.
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Based on the results of our laboratory tests and visual classifications, high plasticity/elasticity soils
were encountered in the majority of our borings. High plasticity/elasticity soils can be moisture
sensitive, difficult to work, and should not be used as structural fill. These difficulties can include
softening of exposed subgrade soils, excessive rutting or deflection under construction traffic, and
the inability to adequately dry and compact wet soil. If subgrade soils are unsuitable, they will
require removal and replacement; however, if they are unstable due to excessive moisture, the
most economical solution for remediation may be to scarify, dry and recompact the material. This
remediation is most effective during the typically hotter months of the year (May to October). If
construction is performed during the cooler period of the year, the timeline for scarifying, drying,
and recompacting typically increases considerably and may lead to alternative remediation
solutions. These solutions can include overexcavation of some or all of the unstable material to
be backfilled with either approved structural fill or geotextile and ABC Stone. Potential
undercutting can be reduced if the site preparation work is performed during a period of dry
weather and if construction traffic is kept to a minimum on prepared subgrades. We recommend
that the contractor submit a unit rate cost for undercutting as part of the bidding process.
An alternative to the removal and replacement of high plasticity/elasticity soils is stabilization with
lime or cement. The stabilization process alters the chemical characteristics of soil and produces
a usable material. This alternative would generally entail the undercutting of high
plasticity/elasticity soils and thoroughly mixing the undercut soils with lime or cement. Once the
soil has been properly mixed with an appropriate percentage of lime or cement, the soil can be
reused as structural fill. Additional laboratory work may be required to determine the appropriate
percentage of lime or cement to apply.
Fill Material Types
Earthen materials used for structural fill should meet the following material property requirements.
Soil Type 1
USCS Classification Acceptable Location for
Placement
ML, CL, SC, SM
Imported Low Plasticity Soils (ILL < 50 & PI < 20 with a minimum
15% passing No. 200 sieve)
On -Site Low Plasticity Soils ML, CL, SM
(ILL < 50 & PI < 30)
On -Site High Plasticity Soils CH, MH
(ILL >_ 50 or PI >_ 30)
All locations and elevations.
All locations and elevations.
Non-structural areas and greater
than 3 feet below foundations,
slab -on -grades, or pavements.
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.
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Fill Compaction Requirements
Structural fill should meet the following compaction requirements.
Item I Description
8 inches or less in loose thickness when heavy, self-propelled
Maximum Lift Thickness compaction equipment is used.
4 to 6 inches in loose thickness when hand -guided equipment (i.e.
jumping ack or plate compactor) is used.
Minimum 95% of the material's maximum standard Proctor dry density
Minimum Compaction (ASTM D 698).
Requirements The upper 12 inches of subgrade in pavement areas should be
compacted to at least 100% of the materials maximum standard Proctor
dry density (ASTM D 698).
Water Content Range Within 3% of optimum moisture content
Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698).
High plasticity cohesive fill should not be compacted to more than 100 percent of standard Proctor
maximum dry density.
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).
Summary of Settlements Due to Fill
Based on provided grading information, up to approximately 15 to 20 feet of fill will be placed within
portions of the proposed building and pavement areas. Based on the subsurface conditions
encountered in the borings, and the results of our laboratory testing and analyses, we estimate that
total settlements on the order of about 2 to 3 inches will occur due to the weight of the new fill soils
within the proposed building and pavement areas.
It is anticipated that the settlement due to new fill soils within the proposed building and pavement
areas will occur over a period of about 1'/2 to 4 months; however, settlement rates and magnitudes
for the proposed fill areas will depend on the amount of fill placed, the subsurface conditions,
compactive effort (density) of the fill material, and moisture content of the fill material. Additional
testing such as consolidation testing is recommended to further analyze the rate of settlement
due to the new fill.
Additional, long-term settlements (e.g., secondary consolidation) that may occur beyond 4 months
are anticipated to be minimal (less than '/4 inch). Secondary consolidation is the compression of the
soil that takes place after primary consolidation has occurred. This compression can be caused by
reorganization/deformation of soil particles (creep), the readjustment of pore pressures within clay
layers, or compression of organic matter under constant stress, and can take a very long time to
occur. If the estimated magnitude of these secondary settlements is considered excessive, the
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April 20, 2021 Terracon Project No. 71215021 GeORepOrt
potential for these long-term, additional settlements should be accounted for in the design of the
proposed buildings.
Based on the anticipated settlements of the existing soils due to newly placed fill soils, we
recommend that areas that are to receive 10 feet or more of new engineered fill be monitored for
settlement and construction of any settlement -sensitive improvements (e.g., pavements, curb and
gutters, etc.) be delayed until anticipated settlements have substantially ceased. This program will
allow the underlying soils to settle under the loads of the proposed fill soils prior to construction.
Settlement monuments should be constructed to monitor the rates and magnitudes of settlement.
To adequately monitor the fill settlement, we recommend that a minimum of one settlement plate
per 10,000-square foot area of new fill be installed across the portions of the site where proposed
new fill soils are to be 5 feet or more in height. Plates should be installed in the deepest area of
fill in each 10,000-square foot area. The plates should consist of square steel plates (2 feet by 2
feet by '/4-inch thick) buried at the top of the existing ground surface following clearing and
grubbing operations and prior to fill placement. A riser pipe (1.5- to 2-inch diameter) should be
attached to the plate and extended to above the top of the fill. At completion of fill placement, we
recommend placing survey points on top of the areas of deepest fill heights to also monitor the
settlement of the fill under its own weight. The settlement plates and points should be read by the
project surveyor weekly. The data should be forwarded to Terracon for review and additional
recommendations, if necessary. Once it is established that the rate of fill settlement is approaching
zero, final grading can be performed and construction of the settlement sensitive features (e.g.
foundations, curb and gutter, etc.) can commence. Typical settlement hub installation and monitoring
procedures have been included in the Supporting Informatioi
Utility Trench Backfill
For low permeability subgrades, utility trenches are a common source of water infiltration and
migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict
water intrusion and flow through the trenches, which could migrate below the building. The trench
should provide an effective trench plug that extends at least 5 feet from 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.
Stormwater Pond Construction
Typical BMP construction practices should be followed for design and construction of the
stormwater ponds. Due to the shallow groundwater table stormwater ponds may have
difficult excavations. Temporarily dewatering will likely be required during the excavations
of the stormwater ponds. Spillway structures and pipes should be founded on firm residual
soils to minimize the potential for differential settlement. Emergency spillways should be
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constructed in residual soils whenever possible due to the erosive nature of flowing water
over structural fill. Geotextile filter fabric should be placed beneath any rock riprap to
minimize the potential for loss of soils through the riprap due to water movement.
Due to the high probability of sandy soils at the bottom of each pond locations, clay liners
will likely be required to prevent excessive seepage and to meet local stormwater pond
permeability requirements. The elastic silts and clays encountered across the upper
portions of the site should be utilized for pond embankment construction and pond liners
as necessary. Plastic clays and elastic silts utilized as seepage cutoff and/or embankment
core material may minimize long-term seepage problems for ponds with this
configuration.
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 soil movements greater than those discussed in this report. Greater movements 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 5% 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. After building construction and landscaping have
been completed, final grades should be verified to document effective drainage has been
achieved. 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.
Subdrains
There appear to be existing natural drainage features across the site. It is recommended that if a
drainage feature will be impacted by construction, the applicable drainage feature should have a
subdrain installed to reduce the potential for subsurface water to build up over time. The subdrains
should consist of 4-inch perforated PVC pipes surrounded by at least 12 inches NCDOT No. 57
stone and wrapped in a geotextile filter fabric (Mirafi 140N, or equivalent). The subdrains should
be installed after the areas have been stripped and prior to placing any fill soils. Each subdrain
should extend from the high end of the drainage feature and run following the center of the feature
and terminate once out of the proposed building and pavement footprint. At that point, the
subdrain should be connected to a solid pipe and suitable outlet. Care should be taken during fill
placement and excavations for utilities and foundations to avoid damage to the subdrain systems.
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Groundwater Considerations
Groundwater was encountered in several of the borings at depths ranging from at the existing
ground surface to approximately 23.5 feet below grade. Additionally, water may be encountered in
areas between our boring locations. As such, appropriate dewatering measures may become
necessary during construction and the excavation should be opened for a minimal length of time.
Additionally, depending on the additional groundwater investigation, permanent dewatering
measures may be required for the site.
If groundwater is encountered in excavations during construction, a temporary dewatering system
that has performed adequately on previous projects consist of sump pumps. Pumping from sumps
should be maintained until the foundations are properly installed. If sump pumps are not able to
adequately remove the water and keep the site dry for construction operations, conventional
dewatering with drilled wells may be required; however, it is the contractors responsibility to
assess the proper means and methods for dewatering the excavation, and to select an
appropriate method to adequately dewater the excavation during construction, where necessary.
Depending on the final grades for the building/pavements, additional considerations may be
needed due to the potential of groundwater near the foundation/slab elevations. An underslab
drainage system may be considered to reduce the potential for subsurface water to build up over
time. The underslab drains should consist of 4-inch perforated PVC pipes surrounded by at least
12 inches NCDOT No. 57 stone and wrapped in a geotextile filter fabric (Mirafi 140N, or
equivalent). The underslab drains should extend beneath the entire perimeter of the building, as
well as beneath any floor slabs and footings that will be constructed below the water table. The
system of underslab drains should be connected to a solid pipe and suitable outlet to remove the
groundwater from the site. If there is no suitable gravity -fed outlet on site, a system of permanent
sump pumps may be required to remove groundwater collecting in the underslab drains and allow
it to drain from the site.
Earthwork Construction Considerations
Shallow excavations for the proposed structure are anticipated to be accomplished with
conventional construction equipment. Upon completion of filling and grading, care should be taken
to maintain the subgrade water content prior to construction of floor slabs. 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 floor slab construction.
The residual and fill soils encountered at the boring locations may be excavated with conventional
construction equipment such as bulldozers, backhoes, and trackhoes. The groundwater table
could affect overexcavation efforts, especially for over -excavation and replacement of lower strength
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soils. A temporary dewatering system consisting of sumps with pumps could be necessary to achieve
the recommended depth of over -excavation.
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 documentation of adequate removal of vegetation and topsoil,
proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be
adequately tested for density and water content at a frequency under the direction of the
Geotechnical Engineer.
In areas of foundation excavations, the bearing subgrade should be evaluated under the direction
of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical
Engineer should prescribe mitigation options.
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
continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including
assessing variations and associated design changes
SHALLOW FOUNDATIONS
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
Maximum Net Allowable Bearing pressure
Required Bearing Stratum
Minimum Foundation Dimensions
Description
2,500 psf
Structural fill or in -situ residual soils
Columns: 24 inches
Continuous:18 inches
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Item
Minimum Embedment below
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Description
Exterior footings: 18 inches
Finished Grade Interior footings: 12 inches
Estimated Total Settlement from Structural Loads 2 Less than about 1 inch
Estimated Differential Settlement 2 About 2/3 of total settlement
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding
overburden pressure at the footing 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.
Values provided are for maximum loads noted in-rujuut Description.
Unsuitable or soft soils should be over -excavated and replaced per the recommendations presented in
Earthwor .
Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping
ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.
Differential settlements are as measured over a span of 50 feet.
Design Parameters - Uplift Loads
Uplift resistance of spread footings can be developed from the effective weight of the footing and
the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism
defined by diagonal planes extending up from the top of the perimeter of the foundation to the
ground surface at an angle, 0, of 20 degrees from the vertical can be included in uplift resistance.
The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil
plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum
total unit weight of 100 pcf should be used for the backfill. This unit weight should be reduced to
40 pcf for portions of the backfill or natural soils below the groundwater elevation.
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Foundation Construction Considerations
As noted in 'arthworl', 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 is
illustrated on the sketch below.
DESfG
FOOTI
RECC
EXCA
LEAN CONCRETE BACKFILL
NOTE: EXCAVATIONS ARE SHOWN VERTICAL: HOWEVER, THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
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
placed, as recommended in the ='arthwoi section.
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IJESIC
FOOT
RECO
EXCAI
OVER -EXCAVATION / BACKFILL ZONE
NOTE: EXCAVATIONS ARE SHOWN VERTICAL; HOWEVER, THE
SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY
SEISMIC CONSIDERATIONS
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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 of ASCE 7.
Description
2018 North Carolina State Building Code (NCSBC) '
Value
DZ
Seismic site classification in general accordance with the 2018 NCSBC, which refers to ASCE 7.
The 2018 NCSBC uses a site profile extending to a depth of 100 feet for seismic site classification. Borings
at this site were extended to a maximum depth of 50 feet. The site properties below the boring depth to 100
feet were estimated based on our experience and knowledge of geologic conditions of the general area.
Design parameters for floor slabs assume the requirements for Earthwor 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.
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Floor Slab Design Parameters
Item Description
Suitable existing soils or new structural fill compacted in accordance with
Floor Slab Support
Earthwork section of this report.
Estimated Modulus of
Subgrade Reaction 100 pounds per square inch per inch (psi/in) for point loads
Aggregate base Minimum 4 inches of free -draining granular material (less than 5% passing
course/capillary break 3'4 the U.S. No. 200 sieve)
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.
Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade
condition, the requirements noted in Earthw& , 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.
Free -draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other
design considerations such as cold temperatures and condensation development could warrant more
extensive design provisions.
Additional considerations may be needed due to the potential of groundwater near the slab elevations. An
underslab drainage system may be considered to reduce the potential for subsurface water to build up over
time.
The use of a vapor retarder should be considered beneath 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
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.
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
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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. Additional considerations should be considered due to the potential of
groundwater near the foundation/slab elevations. An underslab drainage system may be
considered to reduce the potential for subsurface water to build up over time. 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.
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).
—0- 4 For active pressure movement
S = Surcharge (0.002 H to 0.004 H)
S� ,,, , , For at -rest pressure
_T__T - No Movement Assumed
Horizontal t
Finished Groundwater Table
Grade - T----------------- ------ - H
+
Horizontal
Finished Grade
I_
Y r Pz P1 Wall
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Lateral Earth Pressure Design Parameters
Earth Pressure Coefficient for Surcharges, a, s Effective Fluid Pressures p2 (psf)
Pressure
Condition Backfill Type Yp pi (psf) Unsaturated Submerged 7
Active (Ka) Granular - 0.33 (0.33)S (40)H1 (20)H2+yw H2
At -Rest (Ko) Granular - 0.50 (0.50)S (60)H1 (29)H2+yw H2
Passive (Kp) rGranular - 3.00 --- (360)H1 (172)H2+yw H2
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. Does not include any dynamic loading.
7. Unit weight of water (yw) is 62.4 pcf.
Backfill placed against structures should consist of granular soils or low plasticity cohesive soils.
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.
Subsurface Drainage for Below -Grade Walls
If walls are designed for an unsaturated condition, 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 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% 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.
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Slope to drain
away from building
Layer of
cohesive fill
Foundation wall
—III=
Backfill (see report
requirements)
Free -draining graded
�A\\� �V A
granular filter material or
ion-graded free -draining
material encapsulated in
an appropriate filter
Native, undisturbed
fabric (see report) a
AVA\\� soil or engineered fill
a = - Perforated drain pipe (Rigid PVC
- u unless stated otherwise in report'
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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
Pavement designs are provided for the traffic conditions and pavement life conditions as noted in
Project Descriptio, and in the following sections of this report. A critical aspect of pavement
performance is site preparation. Pavement designs noted in this section must be applied to the
site which has been prepared as recommended in the _iiammur section.
Pavement Design Parameters
Design of Asphaltic Concrete (AC) pavements are based on the 2018 NCDOT Pavement Design
Procedure which references AASHTO Guide for Design of Pavement Structures, 1993 for flexible
pavements. Design of Portland Cement Concrete (PCC) pavements are based upon American
Concrete Institute (ACI) 330R-01; Guide for Design and Construction of Concrete Parking Lots.
We anticipate most of the subgrade soils will require removal and replacement or lime/cement
stabilization. Therefore, we have utilized an improved subgrade strength for pavement design.
For unstabilized subgrades, a subgrade CBR of 3 was used for the AC pavement designs, and a
modulus of subgrade reaction of 110 pci was used for the PCC pavement designs. For stabilized
subgrades, a subgrade CBR of 12 was used for the AC pavement designs, and a modulus of
subgrade reaction of 220 pci was used for the PCC pavement designs. The values were selected
based upon our experience with the Piedmont soils and our understanding of the quality of the
subgrade as prescribed by the e vreparatioi. conditions as outlined in _arinwo, . A modulus
of rupture of 580 psi was used for pavement concrete.
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Traffic patterns and anticipated loading conditions were not available. However, we anticipate
that traffic loads will be produced predominantly by light vehicle traffic, package and garbage
trucks, and semi -trailer vehicles. We have assumed 1,000 passenger cars and light trucks, 1 C
delivery trucks and trash removal trucks, and 50 semi -tractor trailer vehicles per day for the
main drives and truck access areas. A pavement design life of 20 years was assumed. If
heavier traffic loading is expected or a longer design life is required, this office should be
provided with the information and allowed to review the pavement recommendations provided
herein.
Pavement Section Thicknesses
The following table provides options for AC and PCC Sections:
Asphaltic Concrete Design
Existing Subgrade (CBR=3�
Thickness (inches)
Layer NCDOT
Grading Main Drive and Truck
Light Duty Access
Asphalt Surface Course S-9.513 3 2
Asphalt Binder Course 1-19.00 -- 3
Aggregate Base Course ABC 6 8
1. Based on anticipated traffic loading as described in Pavement Design Parameters section.
2. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
R9Asphaltic Concrete Design
Lime Stabilization/Cement Mixing Subgrade (CBR=12)
Thickness (inches)
Layer NCDOT
y Grading Main Drive and Truck
Light Duty Access'
Asphalt Surface Course S-9.513 21 1.5
Asphalt Binder Course 1-19.00 -- 2.5
Aggregate Base Course ABC 6 8
1. Based on anticipated traffic loading as described in Pavement Design Parameters section.
2. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
3. Based on an assumed 3% lime by weight.
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Portland Cement Concrete Design
Thickness (inches)
Layer NCDOT Grading Main Drive and Truck
Light Duty Access
Portland Cement
Concrete ACI 330.1-03 4,000 psi 5
Aggregate Base
Course
ABC
0
Based on anticipated traffic loading as described in Pavement Design Parameters section.
All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard
Specifications for Highway and Bridge Construction.
The minimum pavement sections outlined above were recommended based on assumed post -
construction traffic loading conditions for this type of development. These pavement sections do not
account for heavy construction traffic during construction. A partially constructed structural section
that is subjected to heavy construction traffic can result in pavement deterioration and premature
failure. Our experience indicates that this pavement construction practice can result in pavements
that will not perform as intended. Considering this information, several alternatives are available to
mitigate the impact of heavy construction traffic on the pavement construction. These include using
thicker sections to account for the construction traffic, using some method of soil stabilization to
improve the support characteristics of the pavement subgrade, or by routing heavy construction
traffic around paved streets.
ACI 330R-01 provides recommendations for control joints, joint spacing, and joint construction.
Concrete slabs should be separated from other structures or fixed objects within or abutting paved
areas with expansion joints to offset the effects of expected differential horizontal and vertical
movements.
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.
Based on the possibility of shallow and/or perched groundwater, a pavement subdrain system to
control groundwater, improve stability, and improve long-term pavement performance may be
considered.
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Pavement Maintenance
The pavement sections represent minimum recommended thicknesses and, as such, periodic
maintenance should be anticipated. 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%.
Subgrade and pavement surfaces should have a minimum 2% 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.
Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound
granular base course materials.
ADDITIONAL SERVICES
Due to the existing shallow ground water table, additional testing such as installation of
Piezometers is recommended to further analyze the groundwater levels across the site for longer
ground water table measurements. Additionally, an undisturbed sample is recommended to
further evaluate the time of consolidation that may take place due to the proposed deeper fill
areas of the building pad.
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GENERAL COMMENTS
Our analysis and opinions are based upon 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 through this system 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 upon 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.
Responsive ■ Resourceful ■ Reliable
FIGURES
Contents:
GeoModel (5 pages)
Responsive ■ Resourceful ■ Reliable
1-85 Commerce Center ■ Salisbury, NC
Terracon Project No. 71215021
795
790
785
780
775
J
770
z
0 765
760
w
755
750
745
740
14
FA
Jill
- OVA
I
1 rerracon
GeoReport
B-12
......................:............................:..
0.5
B-13
B-14
3.5
2
'
............
0.5........
0.5
...........
8
2
2
.......
..:.........
..
8..........:..
9:
13.5
3
............
..•.........
.............
3.
'
.......
.:.............
3
.............
...........:..
18.5
25
22 ;.
4
zs.........
24.4
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer
Layer Name
General Description
1
Surface Material
Topsoil
2
Residual (High
Residual soils consisting of ELASTIC SILT and FAT CLAY
Plasticity)
with varying amounts of sand
3
Residual (Low
Residual soils consisting of SILT and CLAY with varying
Plasticity)
amounts of sand, and silty SAND
4
Partially Weathered
Sampled as silty SAND
Rock
Topsoil
® Fat Clay with Sand
Silt with Sand
First Water Observation
Second Water Observation
M Third Water Observation
® Silt
Sandy Elastic Silt
m Elastic Silt
LEGEND
Silty Sand
Sandy Lean Clay
m Elastic Silt with Sand
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
Sandy Silt
Sandy Fat Clay
® Weathered Rock
NOTES:
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
1-85 Commerce Center ■ Salisbury, NC
Terracon Project No. 71215021
790
785
780
775
770
Cn 765
Z
0 760
755
w
Wi
745
740
735
1 rerracon
GeoReport
1.5
rs--i
7
0.5
6...
2
..............
................................................
............;...........................:...................
8.5
.......
8
•.............
2
0.3
..:...................................................................................:...................
2
B-17
0.5
.... ..
..........
9..
......
.
.
.......
.•
.........................
... ........................
.................
3
13
2
0.01 :
B 1s
0.5
B-19
...,........
.8............
2
...............
.............................
o.s
B-20
...............
.......
zs..........
3
' ...
•
.........
...........:.
g.............
....
3.5
• 0.4:
B-21.....
0.s
8.5
:.........23.5.
.
•...
zs:
........
3
...........j.
...............
............
s
................
2
.
3
.' '
8a
8
3
.............
....:......
.......................................:.........
23.5
.......
.??
18.5.
...............
3
'
25
18.5
13.5
.......................................:
...........................:..
................
18.5
..
z5
3
zs
•zs:
...............................................................................................:....................................
zs
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer Layer Name
General Description
1
Surface Material
Topsoil
2
Residual (High
Residual soils consisting of ELASTIC SILT and FAT CLAY
Plasticity)
with varying amounts of sand
3
Residual (Low
Residual soils consisting of SILT and CLAY with varying
Plasticity)
amounts of sand, and silty SAND
4
Partially Weathered
Sampled as silty SAND
Rock
LEGEND
17771
L�jTopsoil ED Silty Sand FM- Silt with Sand
® Fat Clay with Sand Sandy Silt m Sandy Elastic Silt
® Fat Clay Sandy Fat Clay m Elastic Silt
First Water Observation
Second Water Observation
M Third Water Observation
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
NOTES:
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
GEOMODEL
1-85 Commerce Center ■ Salisbury, NC
Terracon Project No. 71215021
800
795
790
785
d
d
780
J
N
Z 775
O
> 770
w
J
w
765
760
755
750
1 rerracon
GeoReport
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer
Layer Name
General Description
1
Surface Material
Topsoil
2
Residual (High
Residual soils consisting of ELASTIC SILT and FAT CLAY
Plasticity)
with varying amounts of sand
3
Residual (Low
Residual soils consisting of SILT and CLAY with varying
Plasticity)
amounts of sand, and silty SAND
4
Partially Weathered
Sampled as silty SAND
Rock
LEGEND
17771
L�jTopsoil ® Fat Clay with Sand Silty Sand
m Elastic Silt m Elastic Silt with Sand m Sandy Elastic Silt
Silt with Sand Sandy Fat Clay
First Water Observation
Second Water Observation
M Third Water Observation
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
NOTES:
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
GEOMODEL
1-85 Commerce Center ■ Salisbury, NC
Terracon Project No. 71215021
785
780
775
w 770
J
N
Z 765
O
Q
760
w
755
750
745
1 rerracon
GeoReport
0.5
2
.......
..
3
........................
:........................................................
:............................
............................
:...........
.......
.:•
........................
............................
:............................:............................:............................:
..........
12.5
•
B-M
• ........................:......................
0.5
........:........................................................:..........
B-26
18.5
a
B-27
........................:.......................
...........................:........
:...................
R,4 ........
zo
0.5
2
3
2
2
......... ................
.......
131T
8
..........:....................................................
.
.................................
...................
3
•
.;..........
t 12.5
18.5
3
?e.....................
......
........................
.....................
......... ...........
..17.
.......
18.5
20
20
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer
Layer Name
General Description
1
Surface Material
Topsoil
2
Residual (High
Residual soils consisting of ELASTIC SILT and FAT CLAY
Plasticity)
with varying amounts of sand
3
Residual (Low
Residual soils consisting of SILT and CLAY with varying
Plasticity)
amounts of sand, and silty SAND
4
Partially Weathered
Sampled as silty SAND
Rock
LEGEND
17771
L�jTopsoil ED Silty Sand m Elastic Silt
m Elastic Silt with Sand ® Fat Clay with Sand ® Fat Clay
®silt 11U Sandy Silt FM- Silt with Sand
First Water Observation
Second Water Observation
M Third Water Observation
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
NOTES:
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
1-85 Commerce Center ■ Salisbury, NC
Terracon Project No. 71215021
800
795
790
785
780
N
775
N
Z 770
O
Q 765
w
J
w 760
755
750
745
740
1 rerracon
GeoReport
B�01
.......
p,4..........
B02......
........................................................
:............................
............................
:...........
0.3
.......
s
...........
..... :........................................................
:........................................................
:...........
2
'
2
.....;
.......................................................:............................:............................;..........
1
15
B-03
.......
1T ........
............
...........
:.........
..................
...........................!.
0.3
2
;
...........
..17
..............
...........:
...6-04
...................
............................
:.........B_07
.
.......................
s
0.4
B-05
B-06
3:
0.3
..
...........
:.........
::...........:.
:
..............
o.s.........
0:4
........
2
............
.......
3
2
3.s
3
5.5
•
2
•:
.....28,5
.
••
.........9
..............
............
••
............
30
3
s
3
12
9
.......
..
........................:........
22
......18.s
..............
•............
....
........ .......
3
''
3
.......
..
.................................
zs ..........
..............
1a
..
.......................
3
..
'
3
.......
..
.....................................................
•
.......18.....
........ .......
48.5
235
125
25
50
29.
......
........................
........................
29.2
......
.....................
1130
This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.
Model Layer
Layer Name General Description
1
Surface Material
Topsoil
2
Residual (High
Residual soils consisting of ELASTIC SILT and FAT CLAY
Plasticity)
with varying amounts of sand
3
Residual (Low
Residual soils consisting of SILT and CLAY with varying
Plasticity)
amounts of sand, and silty SAND
4
Partially Weathered
Sampled as silty SAND
Rock
Topsoil
® Fat Clay
m Elastic Silt with Sand
First Water Observation
Second Water Observation
M Third Water Observation
® Silt
Sandy Elastic Silt
m Elastic Silt
LEGEND
Silty Sand
® Fat Clay with Sand
Silt with Sand
Groundwater levels are temporal. The levels shown are representative of the date
and time of our exploration. Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling. In some cases,
boring advancement methods mask the presence/absence of groundwater. See
individual logs for details.
Sandy Silt
Sandy Fat Clay
® Weathered Rock
NOTES:
Layering shown on this figure has been developed by the
geotechnical engineer for purposes of modeling the subsurface
conditions as required for the subsequent geotechnical engineering
for this project.
Numbers adjacent to soil column indicate depth below ground
surface.
ATTACHMENTS
Responsive ■ Resourceful ■ Reliable
Geotechnical Engineering Report
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Borings
Boring Depth (feet)
1 rerracon
GeoReport
Location'
B-01 to B-21 1 24.4 to 50 1 Buildings
B-22 to B-27 I 10 to 30 1 Pavement / Detention Ponds
See Exploration Plan for approximate locations.
Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring
layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of
about ±10 feet) and approximate elevations were obtained by interpolation from Google Earth
Pro. If elevations and a more precise boring layout are desired, we recommend borings be
surveyed following completion of fieldwork.
Subsurface Exploration Procedures: We advanced the borings with track -mounted rotary drill
rig using 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 a distance of 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. For safety purposes, all borings were backfilled with auger cuttings after their
completion.
The sampling depths, penetration distances, and other sampling information was recorded on the
field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory
for testing and classification by a Geotechnical Engineer. Our exploration team prepared field
boring 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 boring logs were prepared from the field logs. The final boring 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. Procedural
standards noted below are for reference to methodology in general. In some cases, variations to
methods were applied because of local practice or professional judgment. Standards noted below
Responsive ■ Resourceful ■ Reliah', EXPLORATION AND TESTING PROCEDURES 1 of 2
Geotechnical Engineering Report lrerracon
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021 GeORepOrt
include reference to other, related standards. Such references are not necessarily applicable to
describe the specific test performed.
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-pm (No. 200) Sieve in Soils by Washing
Detailed results of our laboratory testing can be found in in the xploration Result! section and
are attached herein. Our laboratory testing program includes examination of soil samples by an
engineer. Based on the material's texture and plasticity, we describe and classify soil samples in
accordance with the Unified Soil Classification System (USCS).
Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2
Geotechnical Engineering Report
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021
PHOTOGRAPHY LOG
Existing Debris near B-03
1 rerracon
GeoReport
Existing Debris Near B-04
Standina water near B-15 and B-16 1 Existina Structure Near B-03
Responsive ■ Resourceful ■ Reliable PHOTOGRAPHY LOG 1 of 2
Geotechnical Engineering Report
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021
1 rerracon
GeoReport
Responsive ■ Resourceful ■ Reliable PHOTOGRAPHY LOG 2 of 2
SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
Responsive ■ Resourceful ■ Reliable
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EXPLORATION PLAN
1-85 Commerce Center Salisbury, Rowan County, North Carolina
April 20, 2021 Terracon Project No. 71215021
:tom f 1-<0VVHIN k UU1"I I r , hv%, 1 %.0 1-4 L,, 1 %-rr 1 '6-
Approximate Boring Location
Cross Section A -A'
Cross Section B-B' -, +
Cross Section C-C'
N
I
1 I ,
P3UILDING 1 ~-- -
1 rerracon
GeoReport-
- $flE Ara
e- tv Ac-
u4�M19 CtD!cmr R *35.6%
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EXPLORATION RESULTS
Contents:
Building Cross Sections (A -A', B-B', and C-C') (3 pages)
Boring Logs (B-01 through B-29) (29 pages)
Summary of Laboratory Results
Atterberg Limits Results
Grain Size Distribution (3 pages)
Note: All attachments are one page unless noted above.
t A
r
A'
B-01
TOPSOIL
795
.........................
2-3-5
B-02
N=8
FAT
CLAY
TOPSOIL
5-7-8
N=15
3-4-3
790
..........................
•.......................................
N=7.... ....SANDY
.......................................................
4-5-7
N=12
1
6-7-9
ELASTIC
-
N=16
SILT
1-2-4
ELASTIC
3-3-5
785
..........................
.... SILT ..............................
N=8.... •....................................................................
WITH
SAND
3N=7
N=7
i
2-2-2
-
B-03
N=4
ELASTIC
780
..........................
•
:.......................................................SILT....................................
TOPSOI'L'
1-2-4
2-3-3
FACTN=6
N=6
CLAY
N
1-2-3
WITH
m
N=5
3-4-5
SAND
0
775
..........................
.
..................................................
..........................................
N._g... ..............
w
5-7-7
SILT
4_3_6
ELASTIC
Q
N=14
N=g
SILT
a
2-1-3
w
N=4
4-6-7
SILT
770
.......................................................
•.:......................................
-
0
3-4-5
SILTY
SAND
z
N=9
SAND
0
a
2-2-4
N=6
6-7-9
765
..........................
.
.................................................
T.............................
N"16...
a
O
5-5-6
0
>
SILT
N=11
5-5-6
BT-30
SANDY
W
N=11
7-10-8
SILT
0
760
..........................
.
............................................................................................
N"16... ..............
0
0
Co
w
4-5-7
N=12
7-10-14
0
755
.......................................................................................................................
N=24....
N
BT-26
0
6-7-9
o
N=16
0
750
.....................................................................................................................................................
0
a
of
Q
6-9-10
745
........................
BT-60
.......................................................................................................................
7
Explanation
:Topsoil Fat Clay
�withtSandic Silt
B-01 Borehole
Number
_ Borehole
Lithology
Sandy
Silt Elastic Silt
Elastic Silt
AR _ Borehole
NOTES:
BT Termination Type
Q Water Level Reading
See Exhibit for orientation of soil
profile.
at time of drilling.
Soils profile provided for illustration purposes only.
Soils between borings may differ
1 Water Level Reading
AR - Auger Refusal
after drilling.
BT - Boring Termination
Mill
M-31
M-01
re -A
re-111
........... B-04
.....................................................................................................................................................................................
775
TOPSOIL
B-07
SANDY
TOPSOIL
3-4-5
F T B-06 B-06
N=9
2-2-2
•GILAY
+ • • TOPSOIL
TOPSOIL ELASTIC
N=.4....
3-4-5 ...
EtA STIC.................................:
PJkT ............................... ................
SILT
770
N=9
SILT 3-3-5 1-4-4
CLAY
2N=7
WITH N=8 N=8
NDY
WITH N
2-2-4
SAND 4-3-4 FAT 6-10-12
SAND SILT
N=6
•
N=7 •' CLAY N=22
2-4-6 WITH
SANDY '•
3-2-3...
:...SANDY
..................................................................................
J.
...SI-L.T............................ N.:9.Q... SANA.........
765
N=5
ELASTIC 3-3-4 6-10-13
2-5-7
SILT N=7 N=23
N=12
3-4-5 9-16-19
'
N=9 N=35
2.2-3...
SiLT�..................................... ,................................................,
.:...............................................
. •...................
760
N=5
SAND
9-14-14
N=28
2-3-4 6-10-14
SILTY
N=7 N=24
SAND
3-4-8...
...SANDY..................................................................................
.:...SILTY.....................................
:X ....................
755
N=12
SILT
SAND 7-9-12
�DY
N=21
3-4-4 SILT 19-20-25
N=8 N=45
':.•
8=10=13...
:.:...............................................
:. •...............................................
................................................ •... ...........
750
N=23
SILTY
4-5-8
SAND
N=13
4-5-5 12-17-41
BT-25
• .
PARTIALLY
47-50/2':...
' •
WEATHERED ........................... . •.............................................BT-25.......................................................................
745
BT-29
N=50/2"
ROCK
(PWR)
6-7-8
N=15
740
Distance Along Baseline
Project Manager: M. Bailey Project No.: 71215021
Drawn by: MRB Scale: NTS
Approved by: MRB File Name:
Date: 3/25/2021
Irerracon
2701 Westport Rd
Charlotte, NC
PH.704509-1777 FAX.704509-1888
SUBSURFACE PROFILE
Section A -A'
1-85 COMMERCE CENTER
410 WED ROAD
SALISBURY, NC
II 111111111 ■
B
B'
W
795 795
B-08
TOPSOIL
2-3-4
... ... { T.......................................................................................................................................................................................................................................................................................................................................... 790
790 .................. = ..
CLAY B-09
3-3-3 WITH
N=6 SAND TOPSOIL
SANDY
4-4-6 3-3-4 ELASTIC
785 ............... N=10.... N=....'T
.................................................................................................................................................................................................................................................................................... 785
5-7-8 SILT 3-3-5
N=15 WITH N=8 ELASTIC
SAND SILT
3-4-5
780................................................................... N-9................................................. B.10.......................................................................................................................................................................................................................................... 780
3-5-6 2-3-5 TOPSOI L
N=11 N=8
3-3-5 SANDY
SILT N=8 LEAN
775..................................................................................................................... ...CLAY .................................. B-1.1..................................................................................................................................................................................... 775
6-.6-8......
3-5-5 2-3-4 N=14 1 TOPSOIL
ELASTIC
N=10 N=7 SILT 5-6-8 SILT 2-2-2 FSTATDY
N=14 WITH N=4 CLAY
SAND B-12
770......................... ..................................................................................4.4-5.... ................................... ....2_3_4...................................................'TOPSOIL ............................................................................................................... 770
4-6-8 4-7-10 N=9 N=7 SILT
N=14 SILT N=17 2-2-2 B-13 B-14
WITH ELASTIC 3-5-5 N=4 ,
SAND SILT N=10 SENDY TOPSOIL TOPSOIL
3-3-4 ELASTIC
2-3-.4... .. FAT ..............................3-4-D.. .
765 .......................... I.
•:... SILTY ........................... ...................................N=7... SILT ............................ :...SANDY....... 765
2=3=3""' ' ' ' 5-6-8 SANDY N=7 CLAY N=13
6-11-11 14-24-34 SAND N=6 N=14 SILT WITH ELASTIC
N=22 N=58 2-3-4 2-3-4 SAND 6-5-6 SILT
BT-30 BT-26 N=7 N=7 N=11
ELASTIC
.......... 2-2-2 2-3-2.....ELASTIC........................2-6-.6.... . , SILT
760 . 3-4-4......... 8-12-13... N=4... WITH......... 760
N=8 N=25 N=5 SILT N=12 SAND
4-5-6 17-21-24
SILT N=11 N=45
-%—EN 3-3-5 : SILTY
755.........................................................................................................................3-3-4...........................................7-12-16......SAND............................. N=8................................................ . • . ....................... 755
SAND
N=7 N=28
9-14-17 3-5-6 SILTY
N=31 SILTY N=11 SAND
M DY 6-8-9 SAND
750......................................................................................................................... 5-6.6.... ...SI L.T............................ 7-8-12 ... ' : '. t..................................... N=17 ... ' : '.'•...............................................:: •' 750
N=12 N=20
BT-30 BT-25 15-17-37 17-23-26
SANDY N=54 N=49
3-4-6 SILT
745................................................................................................................................................................................................................................... N=10 ...lim............................................... • •............................................... ... PARTIALLY- • 745
BT-25 SANDY WEATHERE
SILT 23-50/5"
N=27 N=50/5" BT-24 ROCK
7(PWR)
27
BT-25
740 740
Explanation Topsoil Fat Clay Silt with Distance Along Baseline
with Sand Sand
B-08 Borehole
Number
_ Borehole � Sandy
Lithology Silt Elastic Silt Elastic Silt
Project Manager: M. Bailey Project No.: 71215021 SUBSURFACE PROFILE E.
BT _ Borehole NOTES: Irerracon
BT Termination Type Drawn by: MRB Scale: NTS Section B-B'
Q Water Level Reading See Exhibit for orientation of soil profile. I-85 COMMERCE CENTER
Soils profile provided for illustration purposes only.
at time of drilling. roved b MRB File Name: 27C Westport N Rd
Soils between borings may differ Approved y� Charlotte NC 410 WED ROAD
1 Water Level Reading AR - Auger Refusal
after drilling. BT - Boring Termination Date: 3/25/2021 PH.704509-1777 FAX.704509-1888 SALISBURY, NC
II 111111111 ■
C
C'
W
790
790
TOPSOIL
AT
0-1-2
N=3
CLAY
WITH
785
...............
4-4-4....
... SAND.......................................................................................................................................................................................................................................................................................................................................
785
N=8
B-16
FAT
TOPSOIL
3-2-3
CLAY
N=5
•
�
2-3-4
1
780
...............1-4-4....
. ••........................................
N-�....
.............................................................................................................................................................................................................................................................................................
780
N=8
SILTY
SAND
4-6-10
SANDY
N=16
FAT
B-17
CLAY
TOPSOIL
5-8-9
775
2-3.4....
......................................N=1.7....
'......................................4-.5-5...
775
N=10
N=7
4-7-8
SANDY
SANDY
N=15
4-4-5
N=9
ELASTIC
SILT
B-18
SILT
1SPSOIL
B-19
770
.
3-4-9....
SILTY
...............................
SAND
3,4-4....
'
2-2-2 ...
...FAT......................................
'TOPSOIL...............................................................................................................770
N=13
3-5-5SA
N=8J
N=4
CLAY
3N_$
B-20
N=10
3-4-4
SILT
1-2-2
SANDWITH
SLTDY
N=8
WITH
N=4
TOPSOIL
SILTY
SAND
ELASTIC
-
91214
SILTY
SANDY
765
.............4-7-1.1....
.•...SRND......................................
3N=4...
S1L•T............................N=26...
SANp............................3N=7...
SItT....................................B.21......................
765
N=18
' • '
7-8-12
SILT.....................................
WITH
1
TOPSOIL
BT-25
N=20
SAND
5-5-7
2-2-2
7-10-11
N=21
6-6-11
N=12
N=4
N DY
N=17
''
2-3-2
:.
•
7-9-15
.•
SILT
N=5
FAT
760
..............................................................................
„
STY.....................................
; ••
.....................................{�=24...
....................................5-6
8.....
; . SI.LT.............................
CLAY.........
760
12-11-13
SAND
SANDY
N_14
WITH
SAND
N=10
WITH
SAND
N=24
5-7-7
SILT
3-4-6
6-8-10
BT-25
N=14
N=10
N=18
N 12
SILTY
4-6-10
755
...................................................................................................................................
...............................................
:.':...5•AN
D...........................
N=1 a
.....
•...............................................
:. ....................................7-7-8...
: • :...................
755
N=15
5-7-8
5-7-8
9-10-16
N=15
N=15
MI TY
N=26
BT-26
6-7-7
SAND
10-17-1.8...
, : •
.
STY
N=35
5-7-9
10-16-24
SAND
SILTY
N=16
N=40
SAND
BT-25
9-15-18
745
...................................................................................................................................................................................................................................
{�=33
...
..............................................
...................................5=8=1.1....::...................
745
BT-26
N=19
15-31-45
N=76
BT-26
740
..............................................................................................................................................................................................................................................................................................................................................5-8-8
...:
...................
740
N=16
BT-26
Explanation
B-15 Borehole
Number
_ Borehole
Lithology
AR Borehole
BT Termination Type
Q Water Level Reading
at time of drilling.
1 Water Level Reading
after drilling.
TopsoilFat
with Sland � ay Fat Clay
Silty Sand Sandy Silt Clay Sandy Fat
NOTES:
See Exhibit for orientation of soil profile.
Soils profile provided for illustration purposes only.
Soils between borings may differ
AR - Auger Refusal
BT - Boring Termination
Distance Along Baseline
Project Manager: M. Bailey Project No.: 71215021
Drawn by: MRB Scale: NTS
Approved by: MRB File Name:
Date: 3/25/2021
Irerracon
2701 Westport Rd
Charlotte, NC
PH.704509-1777 FAX.704509-1888
SUBSURFACE PROFILE
Section C-C'
1-85 COMMERCE CENTER
410 WED ROAD
SALISBURY, NC
735
II 111111111 ■
BORING LOG NO. B-01 Page 1 of 2
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
>
Q
p
O
=
LOCATION See Exploration Plan
Latitude: 35.60280 Longitude:-80.54030
pproxmaeuaceev.: (.)
DEPTH ELEVATION Ft.
_
w z
>O
; LU
'
m
O
d
w
Q
U) U)
� j
I
E
o
z
w
0
ATTERBERG
LIMITS
w
z
F-
U
w
a
LL-PL-PI
TOPSOIL, 4-inches +
FAT CLAY (CH), trace sand, red and light brown, medium stiff to stiff,
X
2-3-5
residual
N=8
red and white
5-7-8
5.5 790.5+/-
5
N=15
ELASTIC SILT WITH SAND (MH), white and red, medium stiff to stiff
4-5-7
N=12
2
1-2-4
10
N=6
15
2-2-2
N=4
56.7
60-44-16
85
17.0 779+/-
SILT (ML), trace sand, light red and trace olive brown, medium stiff to very
stiff, lenses of fat clay
1-2-3
20
N=5
2-1-3
25
N=4
2-2-4
3
30
N=6
X
5-5-6
35
N=11
4-5-7
40
N=12
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Hollow Stem Auger
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
Notes:
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-09-2021
Boring Completed: 03-09-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-01
Page 2 of 2
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60280 Longitude:-80.54030
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
SILT (ML), trace sand, light red and trace olive brown, medium stiff to very
stiff, lenses of fat clay (continued)
X
6-7-9
45
N=16
3
6-9-10
50.0 746+/-
50
N=19
n
Boring Teninated at 50 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-09-2021
Boring Completed: 03-09-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-02
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60270 Longitude:-80.53960
_
LU ;
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 793 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 3 inches +
SANDY ELASTIC SILT (M ), red, brown, and white, medium stiff to very
X
3-4-3
stiff, residual
N=7
6-7-9
36.7
5—
N=16
3-3-5
8.0 785+/-
N=8
ELASTIC SILT (M ), trace sand, trace manganese, white and red,
2
3-3-4
medium stiff
10
N=7
�
1-2-4
15
N=6
17.0 776+/-
SILT (ML), trace sand, trace manganese, light brown and white, stiff
5-7-7
20
N=14
22.0 771+/-
SILTY SAND (SM1, fine to medium grained, white, loose
3
3-4-5
25
N=9
27.0 766+/-
SILT (ML), trace sand, brown, stiff to very stiff
5-5-6
Boring Tenninated at 30 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-05-2021
Boring Completed: 03-05-2021
While drilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-03 Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
>
Q
p
O
=
Q
LOCATION See Exploration Plan
Latitude: 35.60270 Longitude:-80.53880
Approximate Surface Elev.: 780 (Ft.) +/-
DEPTH ELEVATION Ft.
_
w
o
w z
>O
LU ;
'� w
Q m
O
d
w
a
Q
U) U)
� j
I w
E
o
w z
z
0
ATTERBERG
LIMITS
w
z
F-
U
w
a
LL-PL-PI
TOPSOIL, 2-inches +
FAT CLAY WITH SAND (CH), brown and gray, medium stiff to stiff,
residual
2-3-3
N=6
22.5
2
3-4-5
5.5 774.5+/-
5
N=9
ELASTIC SILT (MH), trace sand, white, stiff
4-3-6
8.0 772+/-
N=9
SILT WITH SAND (ML), with trace manganese, light brown and gray, stiff
4-6-7
10
N=13
. •
12.0 768+/-
SANDY SILT (ML), white and light brown, very stiff
6-7-9
15
N=16
3
7-10-8
20
N=18
�25.0
7-10-14
755+/_
25
N=24
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Hollow Stem Auger
See Exploration and Testing Procedures for a
description of field and laboratory procedures used
Notes:
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-10-2021
Boring Completed: 03-10-2021
After drilling
2701 Westport Rd
Charlotte, NC
Drill Rig: CME BK
Driller: J. Parrish
3(11/2021
Project No.: 71215021
EWL Wet Cave -In
a
0
U)
0
0
O
Ir
0
N
N
r
>J
0
z
6
0
Ir
Ir
a
U)
0
0
w
0
BORING LOG NO. B-04
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60270 Longitude:-80.53810
_
LU;
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 774 (Ft.) +/-
o
Q m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 4-inches +
SANDY FAT CLAY (CH), with manganese, light brown and black, stiff,
3-4-5
27.9
3.o residual 771+/-
N=9
ELASTIC SILT WITH SAND (MH1, light brown and brown, medium stiff to
3-4-5
stiff
5—
N=9
2
2-2-4
8.0 766+/-
N=6
SANDY ELASTIC SILT (MH), gray and light brown, medium stiff
3-2-3
10
N=5
12.0 762+/-
SILTY SAND (SM1, with manganese, fine to medium grained, light brown
and black, loose
2-2-3
15
N=5
17.0 757+/-
SANDY SILT (ML), light brown and black, stiff
'\7
3-4-8
1*22.0
20
N=12
3
752+/-
J.
SAND (SM1, fine to medium grained, light brown, green and brown,
medium dense
8-10-13
25
N=23
•.
29.0 745+/-
47-50/2
PARTIALLY WEATHERED ROCK (PWR1, sampled as light brown, silty +
AND with rock fragments
Boring Terminated at 29.2 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
a
0
U)
0
z
0
O
Ir
m
N
0
N
N
r
J
w
0
z
0
0
Ir
F
Q
U)
0
W
0
BORING LOG NO. B-05
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60270 Longitude:-80.53730
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 771 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 5-inches +
SANDY FAT CLAY (CH), gray and light brown, medium stiff, residual
3-3-5
24.2
N=8
Z
4-3-4
2
5
N=7
3-3-4
8.0 763+/-
N=7
SANDY SILT (ML), with manganese, light brown and gray, medium stiff to
3-4-5
stiff
10
N=9
2-3-4
15
N=7
olive brown
X
3-4-4
3
20
N=8
4-5-5
25
N=10
6-7-8
30.0 741+/-
30
N=15
n
Boring Teninated at 30 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-06
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60260 Longitude:-80.53650
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 771 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
L, 4-inches +
WITH SAND (CH), light brown and red, medium stiff, residual
1-4-4
2AY
768+/-N=8
F.3.0
SILT(ML), trace manganese, olive brown, very stiff6-10-12
5N=22
6-10-13
763+/-
N=23
J.
SILTY SAND (SM1, fine to medium grained, olive brown and white,
9-16-19
medium dense to dense
N=35
10
3
6-10-14
15
N=24
19-20-25
20
N=45
12-17-41
25.0 746+n/-
25
N=58
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
1 rarracon
2701 Westport Rd
Charlotte, NC
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Whiledrillirrg
After d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
a
0
rr
U)
0
z
0
O
Ir
m
N
0
N
r
J
w
W
O
z
0
Ir
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BORING LOG NO. B-07
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60260 Longitude:-80.53580
_
LU ;
� j
w z
z
F-
p
Q
w
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w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 773 (Ft.) +/-
o
Q m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 3-inches +
ELASTIC SILT (MH), trace sand, red and light brown, soft to medium stiff,
X
2-2-2
48.7
82-37-45
98
residual
N=4
2
2-3-4
5.5 767.5+/-
5
N=7
SILT WITH SAND (ML), with manganese, light brown, stiff
2-4-6
8.0 765+/-
N=10
SILTY SAND (SM1, fine to medium grained, white, green and gray,
2-5-7
medium dense
10
N=12
9-14-14
s
15
N=28
7-9-12
20
N=21
4-5-8
25.0 748+/-
25
N=13
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
1 rarracon
2701 Westport Rd
Charlotte, NC
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Whiledrillirrg
After d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
a
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0
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0
BORING LOG NO. B-08
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60220 Longitude:-80.54030
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 793 (Ft.) +/-
o
Q m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 3-inches +
FAT CLAY WITH SAND (CH), red, medium stiff to stiff, residual
2-3-4
N=7
2
3-3-3
5
N=6
4-4-6
32.2
8.0 785+/-
N=10
SILT WITH SAND (ML), with manganese, light brown and red, stiff
5-7-8
10
N=15
12.0 781+/-
SILT (ML), trace sand and with manganese, olive brown, stiff
3-5-6
15
N=11
3
3-5-5
20
N=10
22.0 771+/-
SILT WITH SAND (ML), green and white, stiff to very stiff
4-6-8
25
N=14
6-11-11
30.0 763+/-
30
N-22
Boring Tenninated at 30 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-10-2021
Boring Completed: 03-10-2021
While drilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Wet Cave -In
a
0
rr
U)
0
z
0
O
Ir
N
0
N
r
J
w
W
O
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0
Ir
J
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O
W
0
BORING LOG NO. B-09
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6021 °Longitude: -80.53960
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 788 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
3 inches +
SANDY ELASTIC SILT (M ), red, medium stiff, residual
3-3-4
#TOPSOIL,
3. 0 785+/-
N=7
ELASTIC SILT (M ), trace sand, light brown and gray, stiff
2
3-3-5
5
N=8
3-4-5
36.5
8.0 780+/-
N=9
SILT (ML), trace sand, trace manganese, gray and light brown, medium
2-3-5
stiff to very stiff
N=8
10
2-3-4
15
N=7
3
4-7-10
20
N=17
22.0 766+/-
SILTY SAND (SM), fine to coarse grained, white and light brown, very
dense
14-24-34
• :
25.0 763+/_
25
N=58
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-05-2021
Boring Completed: 03-05-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-10
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6021 °Longitude: -80.53880
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 779 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 3-inches +
SANDY LEAN CLAY (CL), with manganese, red, medium stiff to stiff,
3-3-5
21.7
49-21-28
66
residual
N=8
3
6-6-8
5.5 773.5+/-
5
N=14
ELASTIC SILT WITH SAND (MH), with manganese, red and light brown,
5-6-8
18.0
stiff
771+/-
N=14
ELASTIC SILT (MH), with clay seams, trace sand, light brown and gray,
4-4-5
medium stiff to stiff
N=9
10
2
2-3-3
15
N=6
17.0 762+/-
SILT (ML), trace sand, light brown and olive brown, medium stiff to stiff
3-4-4
20
N=8
3
3-3-4
25
N=7
27.0 752+/-
SANDY SILT (ML), green and white, stiff
5-6-6
30.0 749+/
30
N=12
n
Boring Teninated at 30 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-10-2021
Boring Completed: 03-10-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-11
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6021 °Longitude: -80.5381 °
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 774 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 4-inches +
SANDY FAT CLAY (CH), with gravel, gray and brown, medium stiff,
2-2-2
37.2
3.0 residual 771+/_
N=4
118.0
SILT (ML), trace sand, olive brown, white and light brown, medium stiff to
2-3-4
stiff
5—
N=7
3-5-5
766+/-
N=10
SANDY SILT (ML), with manganese, green and white, stiff
5-6-8
10
N=14
12.0 762+/-
SILTY SAND (SM1, fine to medium grained, green and trace white,
medium dense
8-12-13
3
15
N=25
7-12-16
20
N=28
125.0
7-8-12
749+/_
25
N=20
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-12
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6021 °Longitude: -80.53730
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 770 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 6-inches +
SANDY ELASTIC SILT (MH1, red and light brown, soft to medium stiff,
X
2-2-2
residual
N=4
with clay seams
3-3-4
2
5
N=7
2-3-4
8.0 762+/-
N=7
.
SILTY SAND (SM1, fine to medium grained, brown, loose to medium
2-2-2
dense
1 0
N=4
3-3-5
15
N=8
3
'.
6-8-9
1.
�122.0
20
N=17
748+/-
SANDY SILT (ML), olive brown, white and light brown, stiff
3-4-6
25.0 745+/_
25
N=10
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-13
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60200 Longitude:-80.53650
_
>O
LU ;
U) U)
� j
w z
z
UL
F-
p
'Lu
w
0-
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
L, 5-inches +
AY WITH SAND (CH), with manganese, brown, and black,
2-3-4
stiff, residual
N=7
2-3-4
2
761.5+/-rJ
r5.5
N=7
C SILT(MH), trace sand, white and light brown, medium stiff
2 3 2
N=5
758+/-
10
4-5-6
N=11
SILTY SAND (SM), with manganese, fine to coarse grained, medium
dense to very dense
9-14-17
15
N=31
3
15-17-37
20
N=54
22.0 745+/-
SANDY SILT (ML), olive brown and white, very stiff
-8-1 9
7-8-1
25.0 742+/_
25
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
While drilling
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Wet Cave -In
a
0
0
z
0
O
Ir
w
N
0
N
N
r
J
w
W
O
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0
Ir
J
F
Q
U)
O
W
0
BORING LOG NO. B-14
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60200 Longitude:-80.53590
_
>O
LU ;
U) U)
� j
w z
z
UL
F-
p
'Lu
w
0-
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
SANDY ELASTIC SILT (MH1, with manganese, red and black, stiff,
X
3-4-9
residual
N=13
2
6-5-6
5.5 761.5+/-
cJ
N=11
ELASTIC SILT WITH SAND (MH), brown, stiff
2-6-6
8.0 759+/-
N=12
SILTY SAND (SM1, with manganese, fine to coarse grained, brown, black
17-21-24
and light brown, medium dense to dense
N=45
10
3-5-6
s
15
N=11
17-23-26
20
N=49
22.0 745+/-
PARTIALLY WEATHERED ROCK (MR), sampled as brown, silty SAND
a
23-50/5"
24.4 742.5+/-
Boring Tenninated at 24.4 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Groundwater not encountered
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Dry Cave -In
BORING LOG NO. B-15
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60170 Longitude:-80.54030
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 789 (Ft.) +/-
o
Q m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
FAT CLAY WITH SAND (CH), trace sand, with roots, brown and light
0-1-2
brown, soft to medium stiff, residual
N=3
2
-48
30.3
50-25-25
78
5.5 783.5+/-
5
FAT CLAY (CH), trace sand, with manganese, gray and brown, medium
3-2-3
stiff
8.0 781+/-
N=5
SILTY SAND (SM), fine to medium grained, white and light brown, loose
1-4-4
10
N=8
:
12.0 777+/-
SANDY SILT (ML), with manganese, light brown and black, medium stiff
to stiff
2-3-4
15
N=7
3
3-4-9
20
N=13
22.0 767+/-
SILTY SAND (SM1, fine to medium grained, gray, medium dense
4-7-11
25.0 764+/-
25
N=18
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-10-2021
Boring Completed: 03-10-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-16
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60160 Longitude:-80.53950
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 783 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 4 inches +
SANDY FAT CLAY (CH), trace manganese, light brown, medium stiff to
2-3-4
very stiff, residual
N=7
4-6-10
26.4
54-28-26
55
2
5
N=16
5-8-9
N=17
9.0 trace mica, olive brown 774+/
4-7-8
10
N=15
SILTY SAND (SM), with manganese, white and black, medium dense
3-5-5
15
N=10
3
17.0 766+/-
SILT WITH SAND (ML), with manganese, olive brown to white, stiff to very
stiff
7-8-12
20
N=20
22.0 761+/-
SILTY SAND (SM), fine grained, brown and white, medium dense
12-11-13
25.0 758+/-
25
N=24
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
Offset 10 feet north of marked location.
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-05-2021
Boring Completed: 03-05-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3(10/2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-17
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60150 Longitude:-80.53880
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 777 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 5-inches +
SANDY ELASTIC SILT (MH1, with manganese, red, stiff, residual
4-5-5
26.4
N=10
2
4-4-5
5
N=9
3-4-4
8.0 769+/-
N=8
SILT WITH SAND (ML), with manganese, green and light brown, medium
3-4-4
stiff
10
N=8
. •
12.0 765+/-
SANDY SILT (ML), with trace manganese, green and light brown, stiff
5-5-7
15
N=12
3
5-7-7
20
N=14
V
5-7-8
�25.0
752+/-
25
N=15
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-10-2021
Boring Completed: 03-10-2021
While drilling
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Dry Cave -In
BORING LOG NO. B-18
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60150 Longitude:-80.5381 °
_
>O
LU ;
U) U)
Lu
j
w z
z
UL
p
Q
w
'� w
w
a
w
z
LL-PL-PI
U
0
ry
Approximate Surface Elev.: 772 (Ft.) +/-
o
< m
Q
0
w
a_
DEPTH ELEVATION Ft.
L, 5-inches +
AY WITH SAND (CH), brown and gray, soft, residual
2-2-2
44.3
N=4
2
F5.5
1-2-2
766.5+/-
5
N=4
C SILT (MH), trace sand, light brown and white, soft
3 2 2
764+/-
N=4
SILTY SAND (SM1, brown, green and white, loose to medium dense
2-2-2
10
N=4
3-4-6
15
N=10
3
'.
5-7-8
20
N=15
5-7-9
25.0 747+/-
25
N=16
n Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-19
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60150 Longitude:-80.53730
_
>O
LU ;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 770 (Ft.) +/-
o
Q m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
SANDY SILT (ML), gray and brown, medium stiff, residual
3 3 5
3.0 767+/-
N=8
SILTY SAND (SM1, fine to medium grained, medium dense
9-12-14
5.5 764.5+/-
cJ
N=26
SANDY SILT (ML), brown, very stiff
7-10-11
N=21
Z
7-9-15
10
N=24
12.0 758+/-
SILTY SAND (SM1, fine to medium grained, brown and white, medium
3
dense to dense
4-6-10
15
N=16
J.
max
6-7-7
20
N=14
9-15-18
': •.
25.0 745+/_
25
N=33
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-20
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60140 Longitude:-80.53660
_
>O
LU ;
U) U)
� j
w z
z
UL
F-
p
'Lu
w
0-
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 4-inches +
SANDY SILT (ML), with clay seams and with manganese, brown, medium
3-3-4
13.0
stiff, residual 764+/-
N=7
SILT WITH SAND (ML), olive brown and brown, stiff to very stiff
6-6-11
5
N=17
5-6-8
N=14
6-8-10
10
N=18
•
12.0 755+/-
SILTY SAND (SM1, fine to medium grained, olive brown and white,
3
medium dense to very dense
9-10-16
15
N=26
10-16-24
20
N=40
15-31-45
%
25.0 742+/_
25
N=76
n
Boring Teninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-21
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60140 Longitude:-80.53590
_
>O
LU ;
U) U)
� j
w z
z
UL
F-
p
'Lu
w
0-
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
FAT CLAY WITH SAND (CH), trace roots, brown, medium stiff to stiff,
X
2-3-2
residual
N=5
2
2-5-5
5
N=10
5-5-7
8.0 756+/-
N=12
SILTY SAND (SM), fine to coarse grained, light brown and brown, medium
7-7-8
dense to dense
10
N=15
10-17-18
15
N=35
3
'.
olive brown, green and white
5-8-11
20
N=19
5-8-8
•.25.0
739+/_
25
N=16
Boring Tenninated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
1 rarracon
2701 Westport Rd
Charlotte, NC
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Whiledrillirrg
After d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
a
0
rr
U)
0
z
0
O
Ir
m
0
N
N
r
J
w
O
z
0
Ir
J
F
Q
U)
O
W
0
BORING LOG NO. B-22
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60210Longitude:-80.54120
_
>O
LU;
U) U)
� j
w z
z
F-
p
Q
w
'� w
w
a
I w
z
LL-PL-PI
U
Approximate Surface Elev.: 798 (Ft.) +/-
o
Q m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 4-inches +
ELASTIC SILT (MH), trace sand, red and light brown, medium stiff to stiff,
X
3-4-4
residual
N=8
2
X
3-4-4
5
N=8
2-4-6
8.0 790+/-
N=10
SILT WITH SAND (ML), with manganese, white and red, medium stiff
3-4-4
10
N=8
3-3-4
15
N=7
3
2-2-3
20
N=5
2-3-4
25
N=7
Boring Tenninated at 30 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
BORING LOG NO. B-23
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60320 Longitude:-80.53990
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
O
a
DEPTH ELEVATION Ft.
TOPSOIL, 3-inches +
FAT CLAY WITH SAND (CH), red and light brown, medium stiff to very
2-5-3
43.4
stiff, residual
N=8
6-8-10
2
'
5.5 793.5+/-
cJ
N=18
ELASTIC SILT WITH SAND (MH), light brown, white and red, medium stiff
6-8-10
to very stiff
N=18
4-4-5
100
10.0
Boring Tenninated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-09-2021
Boring Completed: 03-09-2021
Groundwater not encountered
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Dry Cave -In
BORING LOG NO. B-24
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6031 °Longitude: -80.53760
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 3-inches +
SANDY FAT CLAY (CH), with manganese, light brown, medium stiff to
2-2-3
31.1
77-25-52
69
stiff, residual
N=5
2
4. 7770+/-
ELASTIC SILT WITH SAND (MH), light brown and red, stiff
5MffZ�s
N 4 0
4-4-5
8.0 766+/-
N=9
SILTY SAND (SM1, fine to medium grained, olive brown and brown,
3
.
10.0 medium dense 764+/
1012
N=12
n Boring Teninated at 10 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Groundwater not encountered
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Dry Cave -In
a
0
U)
D
0
0
a
O
Ir
m
w
N
O
N
N
r
J
w
W
O
z
0
Ir
J
F
Q
U)
O
w
0
BORING LOG NO. B-25
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6031 °Longitude: -80.53580
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 4-inches +
SANDY ELASTIC SILT WH1, with manganese, red and black, medium
3-3-5
43.2
2
3.0 stiff, residual 771+/-
N=8
SILT WITH SAND (ML), red, medium stiff to stiff
4-6-6
5
N=12
4-4-4
N=8
4-7-8
10
N=15
3
12.0 762+/-
SILTY SAND (SM1, fine to medium grained, light brown and red, medium
dense to dense
12-13-20
15
N=33
10-9-16
754+/-
20
—XI
N=25
Boring Tenninated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Groundwater not encountered
Drill Rig: CME BK
Driller: J. Parrish
2701 Westport Rd
Charlotte, NC
Project No.: 71215021
EWL Dry Cave -In
a
0
rr
U)
D
0
0
O
Ir
m
w
N
O
N
N
r
J
w
W
O
z
0
Ir
J
F
Q
U)
O
w
0
BORING LOG NO. B-26
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60220 Longitude:-80.53500
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 4-inches +
ELASTIC SILT WITH SAND (MH), with manganese, light brown and black,
2-2-3
F
K
medium stiff, residual 763+/-
N=5
.o
SILT (ML), trace sand, green and white, stiff
�5.5
2-3-6
760.5+/-
5
N=9
SILTY SAND (SM), fine to medium grained, green and white, medium
3-6-8
dense to dense
N=14
J.
5-14-14
10
N=28
3
9-18-19
15
N=37
•
9-10-19
'•
20.0 746+/-
20
N=29
Boring Tenninated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
After drilling
2701 Westport Rd
Charlotte, NC
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
a
0
rr
U)
D
0
0
a
O
Ir
m
w
N
O
N
N
r
J
w
W
O
z
0
Ir
J
F
Q
U)
O
w
0
BORING LOG NO. B-27
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See Exploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60080 Longitude:-80.53620
_
>O
; LU
U) U)
� j
z
w
z
F-
p
'
w
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
FAT CLAY WITH SAND (CH), light brown and gray, medium stiff to stiff,
X
2-3-3
31.3
residual
N=6
2
2-3-4
5
N=7
3-4-6
8.0 757+/-
N=10
SANDY SILT (ML), light brown, very stiff
8-11-15
10
N=26
12.0 753+/-
SILTY SAND (SM), fine to medium grained, dark brown, light brown and
olive brown, dense to very dense
11-12-34
3
15
N=46
27-31-38
745+/-
20
N=69
Boring Tenninated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
1 rarracon
2701 Westport Rd
Charlotte, NC
Boring Started: 03-12-2021
Boring Completed: 03-12-2021
Whiledrillirrg
After d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
a
0
rr
U)
0
0
O
Ir
m
w
N
O
N
N
r
J
w
W
O
z
0
Ir
J
F
Q
U)
O
w
0
BORING LOG NO. B-28
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.60090 Longitude:-80.53770
_
>O
LU ;
U) U)
� j
w z
z
UL
F-
p
'Lu
w
0-
I
LL-PL-PI
U
pproxmaeuaceev.: (.)
m
Q
E
0
w
DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
ELASTIC SILT (MH), trace sand, light brown, medium stiff to very stiff,
X
1-2-3
residual
N=5
2-3-3
5
N=6
3-3-4
N=7
2-3-3
57.8
53-32-21
83
2
10
N=6
12.0 758+/-
ELASTIC SILT WITH SAND (MH), light brown, very stiff
7-9-9
15
N=18
4-6-10
Boring Tenninated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings after long term water
measuement.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
IrerraconAfter
2701 Westport Rd
Charlotte, NC
Boring Started: 03-11-2021
Boring Completed: 03-11-2021
Whiledrillirrg
d
� rilling
Drill Rig: CME BK
Driller: J. Parrish
3/12(2021
Project No.: 71215021
EWL Wet Cave -In
a
0
U)
0
0
O
Ir
m
w
N
O
N
N
r
J
w
W
O
z
0
Ir
J
F
Q
U)
O
w
0
BORING LOG NO. B-29
Page 1 of 1
PROJECT: 1-85 Commerce Center
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
SITE: 410 Wedd Road
Salisbury, NC
w
O
LOCATION See xploration Plan
w z
d
o
ATTERBERG
LIMITS
w
>
Q
=
Latitude: 35.6011°Longitude:-80.53970
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pproxmaeuaceev.: (.)
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DEPTH ELEVATION Ft.
O
a
TOPSOIL, 5-inches +
FAT CLAY (CH), red and light brown, stiff, residual
2-4-5
2
3.0 781+/-
N=9
SILT (ML), dark red, light brown, and gray, stiff
5-5-7
5
N=12
3-5-6
8.0 776+/-
N=1 1
SILT WITH SAND (ML), with manganese, white, red, and black, medium
3-4-3
stiff to stiff
10
N=7
3
4-4-4
15
N=8
olive brown
4-5-7
.120.0
Boring Tenninated at 20 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exploration and Testing Procedures for a
Notes:
Hollow Stem Auger
description of field and laboratory procedures used
and additional data (If any).
See Supporting Information for explanation of
symbols and abbreviations.
Abandonment Method:
Boring backfilled with auger cuttings.
Elevations obtained from GoogleEarthPro
WATER LEVEL OBSERVATIONS
Irerracon
2701 Westport Rd
Charlotte, NC
Boring Started: 03-05-2021
Boring Completed: 03-05-2021
rig
� Atcompletion of drllng
Drill Rig: CME BK
Driller: J. Parrish
Project No.: 71215021
EWL Wet Cave -In
SUMMARY OF LABORATORY RESULTS
BORING
ID
Depth (Ft.)
Soil Classification
USCS
Water
Content (%)
Liquid
Limit
Plastic
Limit
Plasticity
Index
o Fines
/o
B-01
13.5 - 15
ELASTIC SILT with SAND(MH)
56.7
60
44
16
85.0
B-02
3.5 - 5
36.7
B-03
1 - 2.5
22.5
B-04
1 - 2.5
27.9
B-05
1 - 2.5
24.2
B-07
1 - 2.5
ELASTIC SILT(MH)
48.7
82
37
45
98.1
B-08
6 - 7.5
32.2
B-09
6 - 7.5
36.5
B-10
1 - 2.5
SANDY LEAN CLAY(CL)
21.7
49
21
28
65.9
B-11
1 - 2.5
37.2
B-15
3.5 - 5
FAT CLAY with SAND(CH)
30.3
50
25
25
78.1
B-16
3.5 - 5
SANDY FAT CLAY(CH)
26.4
54
28
26
54.6
B-17
1 - 2.5
26.4
B-18
1 - 2.5
44.3
B-23
1 - 2.5
43.4
B-24
1 - 2.5
SANDY FAT CLAY(CH)
31.1
77
25
52
69.3
B-25
1 - 2.5
43.2
B-27
1 - 2.5
31.3
B-28
8.5 - 10
ELASTIC SILT with SAND(MH)
57.8
53
32
21
83.4
PROJECT: 1-85 Commerce Center
SITE: 410 Wedd Road
Salisbury, NC
PROJECT NUMBER: 71215021
Irerracon
2701 Westport Rd CLIENT: NorthPolnt Development, LLC
Charlotte, NC Cincinnati, OH
PH.704509-1777 FAX.704509-1888
ATTERBERG LIMITS RESULTS
ASTM D4318
60
50
P
L
s 4C
T
I
C
T 3C
Y
I
N 2C
D
E
X
10
0
0
Zz
O+
O
G�
i 10,
O
40
MH
or OH
loe
ML
r OL
CL-ML
i
_
20 40
Boring ID Dept
PI
•
B-01 13.5 - 15
60
44
16
*
B-07 1 - 2.5
82
37
45
A
B-10 1 - 2.5
49
21
28
*
B-15 3.5 - 5
50
25
25
O
B-16 3.5 - 5
54
28
26
*
B-24 1 - 2.5
77
25
52
O
B-28 8.5 - 10
53
32
21
PROJECT: 1-85 Commerce Center
SITE: 410 Wedd Road
Salisbury, NC
60 80 100
LIQUID LIMIT
Fines USCS
Descriptio
85.0
MH
ELASTIC SILT with SAND
98.1
MH
ELASTIC SILT
65.9
CL
SANDY LEAN CLAY
78.1
CH
FAT CLAY with SAND
54.6
CH
SANDY FAT CLAY
69.3
CH
SANDY FAT CLAY
83.4
MH
ELASTIC SILT with SAND
Irerracon
2701 Westport Rd
Charlotte, NC
PROJECT NUMBER: 71215021
CLIENT: NorthPoint Development, LLC
Cincinnati, OH
GRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200
0
100
95
10
90
85
80
20
75
70
30
65
60
40,
m
n
255
m
z
m 50
50 O
D
Z 45
70
ILL
m
70
z 40
60 M
U
�
m
w 35
d
x
30
70
25
20
80
15
90
10
5
0 1pp
100 : 10 1 0.1 0.01 0.00T0
FCOBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
BORING ID
DEPTH
% COBBLES
% GRAVEL
% SAND
% SILT
% FINES
% CLAY
USCS
•
B-01
13.5 - 15
85.0
MH
m
B-07
1 - 2.5
98.1
MH
A B-10 1 - 2.5 65.9 CL
GRAIN SI m OIL DESCRIPTION
• Sieve % Finer Sieve % Finer Sieve % Finer
LT with SAND (MH)
7ELA'TIC
#200 84.99 #200 98.13 #200 65.94
Dss
LT (MH)
D
asD1s
N CLAY (CL)
REMARKS
COEFFICIENTS
ffCCP9
m
Cu A
PROJECT: 1-85 Commerce Center Irerracon PROJECT NUMBER: 71215021
SITE: 410 Wedd Road 2701 Westport Rd CLIENT: NorthPoint Development, LLC
Salisbury, NC Charlotte, NC Cincinnati, OH
GRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200
0
100
95
10
90
85
80
20
75
70
30
65
60
40,
�
m
n
2 55
m
z
m 50
50 O
D
Z 45
Cl)
L
m
z 40
60
U
�
m
w 35
d
x
30
70
25
20
80
15
90
10
5
0 1pp
100 : 10 1 0.1 0.01 0.00T0
FCOBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
BORING ID
DEPTH
% COBBLES
% GRAVEL
% SAND
% SILT
% FINES
% CLAY
USCS
•
B-15
3.5 - 5
78.1
CH
m
B-16
3.5 - 5
54.6
CH
A B-24 1 - 2.5 69.3 CH
GRAIN SI m L DESCRIPTION
• Sieve % Finer Sieve % Finer Sieve % Finer
SAND (CH)
7FATCLA
#200 78.14 #200 54.58 #200 69.27
D60LAY
(CH)
D�D1a
LAY (CH)
REMARKS
COEFFICIENTS
Icc
m
Cu 1 1A
PROJECT: 1-85 Commerce Center Irerracon PROJECT NUMBER: 71215021
SITE: 410 Wedd Road 2701 Westport Rd CLIENT: NorthPoint Development, LLC
Salisbury, NC Charlotte, NC Cincinnati, OH
GRAIN SIZE DISTRIBUTION
ASTM D422 / ASTM C136
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200
0
100
95
10
90
85
80
20
75
70
30
65
60
40,
55
m
n
2
m
z
m 50
50 O
D
Z 45
Cl)
ILL
m
z 40
60 M
U
m
m
w 35
d
x
30
70
25
20
80
15
90
10
5
0 1pp
100 : 10 1 0.1 0.01 0.00T0
FCOBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
BORING ID
DEPTH
% COBBLES
% GRAVEL
% SAND
% SILT
% FINES
% CLAY
USCS
•
B-28
8.5 - 10
83.4
M H
GRAIN SIZE SOIL DESCRIPTION
• Sieve % Finer Sieve % Finer Sieve % Finer
Aw�
•ELASTIC SILT with SAND (MH)
D60 #200 83.45
D,
D1a
REMARKS
COEFFICIENTS
ffCCP9
C,
PROJECT: 1-85 Commerce Center Irerracon PROJECT NUMBER: 71215021
SITE: 410 Wedd Road 2701 Westport Rd CLIENT: NorthPoint Development, LLC
Salisbury, NC Charlotte, NC Cincinnati, OH
SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
NCDOT Standard Embankment Monitoring
Note: All attachments are one page unless noted above.
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
1-85 Commerce Center Salisbury, NC
Terracon Project No. 71215021
SAMPLING I WATER LEVEL
Water Initially
Encountered
Standard
Water Level After a
Penetration
Specified Period of Time
Test
v Water Level After
a Specified Period of Time
zaCave In
Encountered
Water levels indicated on the soil boring logs are
the levels measured in the borehole at the times
indicated. Groundwater level variations will occur
over time. In low permeability soils, accurate
determination of groundwater levels is not possible
with short term water level observations.
DESCRIPTIVE SOIL CLASSIFICATION
lrerracon
GeoReport
FIELD TESTS
Standard Penetration Test
Resistance (Blows/Ft.)
(HP) Hand Penetrometer
(T) Torvane
(DCP)
Dynamic Cone Penetrometer
UC
Unconfined Compressive
Strength
(PID)
Photo -Ionization Detector
(OVA)
Organic Vapor Analyzer
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data
exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used.
ASTM D2488 "Description and Identification of Soils (Visual -Manual Procedure)" is also used to classify the soils, particularly
where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification,
coarse grained soils are classified on the basis of their in -place relative density, and fine-grained soils are classified on the basis
of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference to
methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.
LOCATION AND ELEVATION NOTES
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and
Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the
exploration points for this project. 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.
STRENGTH TERMS
RELATIVE DENSITY OF COARSE -GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.) (50% or more passing the No. 200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing, field visual -manual
procedures or standard penetration resistance
Descriptive Term
Standard Penetration or
Descriptive Term
Unconfined Compressive Strength
Standard Penetration or
(Density)
N-Value
(Consistency)
Qu, (tsf)
N-Value
Blows/Ft.
Blows/Ft.
Very Loose
0-3
Very Soft
less than 0.25
0-1
Loose
4-9
Soft
0.25 to 0.50
2-4
Medium Dense
10 - 29
Medium Stiff
0.50 to 1.00
4-8
Dense
30 - 50
Stiff
1.00 to 2.00
8 - 15
Very Dense
> 50
Very Stiff
2.00 to 4.00
15 - 30
Hard
> 4.00
> 30
RELEVANCE OF SOIL BORING LOG
The soil boring logs contained within this document are intended for application to the project as described in this document.
Use of these soil boring logs for any other purpose may not be appropriate.
UNIFIED SOIL CLASSIFICATION SYSTEM
1 rerracon
Geo—Re port
Soil
Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Group
Symbol
Group Nam
GW
Well -graded gravel F
Gravels: Clean Gravels:
Cu >- 4 and 1 <- Cc <- 3 E
More than 50% of Less than 5% fines c
Cu < 4 and/or [Cc<1 or Cc>3.0] E
GP
Poorly graded gravel F
coarse fraction
GM
Silty ravel F, G, H
retained on No. 4 Gravels with Fines:
Fines classify as ML or MH
GC
Clayey gravel F, G, H
Coarse -Grained Soils: sieve More than 12% fines c Fines classify as CL or CH
More than 50%
retained on No. 200
Clean Sands:
Cu >- 6 and 1 <- Cc <- 3 E
SW
Well -graded sand
sieve
Sands:
Less than 5% fines u
Cu < 6 and/or [Cc<1 or Cc>3.0] E
SP
Poorly graded sand 1
50% or more of
Sands with Fines:
Fines classify as ML or MH
SM
Siltysand G, H, i
coarse fraction passes
No. 4 sieve
More than 12% fines o
Fines classify as CL or CH
SC
Clayey sand G, H, i
PI > 7 and plots on or above "A" CL
Lean clay K, L, M
Silts and Clays: Inorganic:
PI < 4 or plots below "A" line J ML
Silt K, L, M
Liquid limit less than
50
Liquid limit - oven
Organic clayK, L, M, N
Fine -Grained Soils: Organic:
< 0.75 OL
Liquid limit - not dried
Or anic silt K, L, M, o
50% or more passes
the No. 200 sieve Inorganic:
PI plots on or above "A" line CH
Fat clay K, L, M
Silts and Clays:
PI plots below "A" line MH
Elastic Silt K, L, M
Liquid limit 50 or more
Liquid limit - oven I<
Or anic clay K, L, M, P
Organic:
0.75 OH
Liquid limit - not dried L
Or anic 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.
H If fines are organic, add "with organic fines" to group name.
B If field sample contained cobbles or boulders, or both, add "with
I If soil contains >- 15% gravel, add "with gravel" to group name.
cobbles or boulders, or both" to group name.
J IfAtterberg limits plot in shaded area, soil
is a CL-ML, silty clay.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well-
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
graded gravel with silt, GW-GC well -graded gravel with clay, GP -GM
gravel," whichever is predominant.
poorly graded gravel with silt, GP -GC poorly graded gravel with clay.
If soil contains >_ 30% plus No. 200 predominantly sand, add
Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
"sandy" to group name.
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly
graded sand with silt, SP-SC poorly graded sand with clay.
MY soil contains >- 30% plus No. 200, predominantly
gravel, add
"gravelly" to group name.
2
(D30 )
H PI >- 4 and plots on or above "A" line.
Cu = DH/D,o Cc =
GPI < 4 or plots below "A" line.
D10 X D60
P PI plots on or above "A" line.
F If soil contains >- 15% sand, add "with sand" to group name.
oPl plots below "A" line.
G If fines classify as CL-ML. use dual svmbol GC -GM. or SC-SM.
60
50
:1
W 40
0
_Z
30
0
H
Q 20
.J
CIL
10
7 ----
4
0
0
10 16 20 30 40 50 60 70 80 90 100 11
EMBANKMENT MONITORING SEQUENCE
1,1
'LER
WOOD BASE
ta)
EXISTING GROUND
I. PLACE STEEL/WOOD BASE AT APPROXIMATE GAUGE
LOCATIONS SHOWN IN THE PLANS AS DETERMINED
BY THE ENGINEER.
2. SET BASE ON LEVEL GROUND SO PIPE/COUPLER
IS PLUMB.
J. BEFORE CONSTRUCTING EMBANKMENT, NOTIFY
ENGINEER TO SURVEY AND RECORD THE FOLLOWING:
(a) EXISITING GROUND ELEVATION,
(b) TOP OF BASE ELEVATION AND
(c) TOP OF PIPE ELEVATION.
STEEL P
2" DIA. MIA
(c)
----
EMBANAWENT
(e)
NOTES:
SETTLEMENT GAUGE
PIPE/COUPLER
EXTENSION
4. MAKE SETTLEMENT GAUGE HIGHLY VISIBLE SO
GAUGE IS NOT HIT OR DAMAGED.
5. PLACE AND COMPACT FILL MATERIAL AROUND
SETTLEMENT GAUGE WITHOUT DISTURBING GAUGE.
6. NOTIFY ENGINEER WEEKLY TO SURVEY AND RECORD
THE FOLLOWING:
(c) TOP OF PIPE ELEVATION AND
(d) EMBANKMENT ELEVATION.
7. CONNECT PIPE/COUPLER EXTENSION TO EXISTING
PIPE/COUPLER AS NEEDED TO MAINTAIN A
PIPE/COUPLER STICK-UP OF AT LEAST I2"WHILE
MONITORING SETTLEMENT.
8. SCREW PIPES/COUPLERS TOGETHER HAND TIGHT
AND THEN TIGHTEN 2 TO 3 FULL TURNS WITH
A WRENCH.
9. NOTIFY ENGINEER TO SURVEY AND RECORD THE
FOLLOWING:
(c) TOP OF PIPE ELEVATION,
(d) EMBANKMENT ELEVATION AND
(e) TOP OF EXTENSION ELEVATION.
I0. RETURN TO STEP 4 WITH NEW TOP OF PIPE
ELEVATION EOUAL TO TOP OF EXTENSION ELEVATION.
I. SEE ROADWAY SUMMARY SHEETS FOR APPROXIMATE SETTLEMENT GAUGE LOCATIONS.
2. FOR STANDARD EMBANKMENT MONITORING,SEE EMBANKMENT SETTLEMENT GAUGES PROVISION.
J. INSTALL SETTLEMENT GAUGES AFTER CLEARING AND GRUBBING GAUGE LOCATIONS AND
BEFORE CONSTRUCTING EMBANKMENTS WITH EMBANKMENT MONITORING.
SETTLEMENT GAUGE
NTERED ON BASE)
-LDED TO STEEL PLATE AND FOR
-D TO WOOD BOARDS WITH 4 BOLT,
IBLIES SPACED EOUALLY AROUND WELD
WD NUT ASSEMBLY (TYP)
VAL
ON TOP OF STEEL PLATE/WOOD BASE
ATE/BASE AND BOLT HEAD
UNDERNEATH WOOD BASE BETWEEN
UT
FLAT STEEL OR WOOD BASE
- %2"�"THICK MIN TOTAL)BOLTED
T�HICK MIN STEEL PLATE OR
2 (''THICK MIN WOOD BOARDS
fl-/2
TOGETHER AT EACH CORNER