SW4210401_SOILS_REPORT_20210426

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Report of Preliminary Subsurface Exploration
And Geotechnical Engineering Evaluation
Proposed Brown Apartments
Old US Highway 421
Watauga County, NC
Prepared For:
Josh Cash
Cash Custom Homes
872 NC Hwy 105 Bypass
Boone, NC 28607
By:
L Squared Engineering
PO Box 174
Lake Lure, North Carolina 28746
December 23, 2019

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L Squared Engineering
PO Box 174, Lake Lure, NC 28746: 828-335-2878
December 23, 2019
Josh Cash
Cash Custom Homes
872 NC Hwy 105 Bypass
Boone, NC 28607
Subject: Preliminary Geotechnical Subsurface Exploration
Proposed Brown Apartments
Old US Highway 421
Watauga County, NC
Dear Mr. Cash
In accordance with your request and authorization L Squared Engineering (LSE) has performed a
Preliminary Subsurface Exploration at the subject project site. The purpose of the associated report
is to present the results of a subsurface exploration program and geotechnical engineering
evaluation undertaken by L Squared Engineering (LSE). This report is designated as
"preliminary" as structural loading conditions of proposed Brown Apartments has not yet been
provided to the undersigned. The attached report presents the understanding of the project, reviews
the exploration procedures, describes existing site and general subsurface conditions, and presents
evaluations and potential recommendations for proposed construction.
I have enjoyed working with you and your representatives on this project. Please contact LSE if
you have any questions regarding this report or if I may be of further service.
Sincerely,
L Squared Engineering
Laurence F. Lindsey, P.E.
Geotechnical Engineer

TABLE OF CONTENTS
SECTION PAGE
1.0 INTRODUCTION............................................................................................................. 1
1.1 PROJECT INFORMATION................................................................................................. 1
1.2 SCOPE OF SERVICES....................................................................................................... 1
2.0 SUBSURFACE EXPLORATION PROCEDURES...................................................... 2
2.1 SOIL TEST BORING PROCEDURES.................................................................................. 2
3.0 SITE AND SUBSURFACE CONDITIONS................................................................... 3
3.1 SITE DESCRIPTION......................................................................................................... 3
3.2 SUBSURFACE CONDITIONS............................................................................................. 4
3.2.1 General.......................................................................................................................4
3.2.2 Subsurface Materials................................................................................................ 4
3.2.3 Fill............................................................................................................................... 4
3.2.4 Alluvial Soil................................................................................................................ 5
3.2.5 Residual Soils............................................................................................................. 5
3.2.6 Subsurface Water...................................................................................................... 5
4.0 PRELIMINARY ANALYSIS AND RECOMMENDATIONS ..................................... 6
4.1 GENERAL........................................................................................................................ 6
4.2 SOIL CONDITIONS........................................................................................................... 6
5.0 PRELIMINARY CONSTRUCTION RECOMMENDATIONS .................................. 7
5.1
SITE PREPARATION........................................................................................................ 7
5.2
CONTROLLED STRUCTURAL FILL.................................................................................. 8
5.3
FOUNDATION AND SLAB CONSTRUCTION...................................................................... 9
5.4
SUBSURFACE WATER CONDITIONS..............................................................................
10
5.5
TEMPORARY EXCAVATION STABILITY........................................................................
10
6.0 CONTINUATION OF SERVICES............................................................................... it
7.0 LIMITATIONS............................................................................................................... it
APPENDICES
APPENDIX A
ASFE Information about Geotechnical Reports
Soil Classification Chart
APPENDIX B
Boring Location Plan
Boring Logs: Six (6)
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1.0 INTRODUCTION
1.1 Project Information
The site for proposed construction of Brown Apartments is adjacent to a recently built physical
fitness facility on Old US Highway 421 (Highway) in Watauga County, NC. The information
presented within this report is based on a Site Plan prepared by BREC (undated) and discussions
with your office.
The proposed Brown Apartments are to be built to the right of physical fitness facility (to the north)
as looking from the Highway. The Apartments are to be three stories in height, about 60 by 100
feet in plan and constructed using wood frame and wood exterior
Column loads and wall loadings for the structure are currently not known. It is anticipated that
column loads will not exceed 40 kips and any continuous wall loading is not anticipated to exceed
2 kips per foot. If these values are exceeded the undersigned will need to be notified in order to
ensure recommendations within this report remain applicable.
1.2 Scope of Services
The purposes of LSE involvement on this project were as follows: 1) provide general descriptions
of the surface and subsurface conditions encountered; 2) provide evaluation of existing subsurface
soil conditions with regard to proposed building construction; 3) provide recommendations related to
the geotechnical aspects of this site for proposed construction. In order to accomplish these
objectives, the following scope of services was performed:
1) Observe existing surface conditions and features.
2) Executed a subsurface exploration consisting of drilling four (4) soil test
borings, originally to be advanced 15 feet below the existing ground surface.
Existing subsurface soil conditions required that 2 borings be advanced to 20 feet
and 2 other borings to 15 feet.
3) Evaluate the findings of the subsurface exploration data relative to proposed
future work.
4) Prepared this written report.
The geotechnical scope of services did not include a survey of boring locations and elevations,
rock coring, quantity estimates, preparation of plans or specifications, pavement analysis, design
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of concrete slabs -on -grade or framing, design of foundations or the identification and evaluation
of environmental, floodway or wetlands aspects of the project site.
2.0 SUBSURFACE EXPLORATION PROCEDURES
2.1 Soil Test Boring Procedures
The subsurface exploration program performed by LSE consisted of drilling four (4) soil test
borings (designated B-1 through B-4) with the borings performed on December 19, 2019. It was
scheduled to advance the borings to depths of 15 feet below the existing ground surface. In order
to penetrate the upper layer of existing fill and alluvial soils, into underlying residual soil, Borings
B-1, B-3 and B-4 were advanced to a depth of 25 feet and B-2 to 20 feet.
Boring were performed at or near the boring locations indicated on the site plan provided by
BREC. The locations of these borings were determined in the field by a representative of L
Squared Engineering based on existing site features and landmarks. For all borings, in
consideration of methods used in determination of their locations, their actual locations should be
considered approximate.
The soil test borings were performed in accordance with generally accepted practice using a track
mounted CME 45 rotary drill rig. Hollow -stem augers were advanced to pre -selected depths, and
representative soil samples were recovered with a standard split -spoon sampler without the inner
liner in general accordance with applicable ASTM Standards. Utilizing an automatically actuated
hammer, the split -spoon sampler was driven into the soil by freely dropping a weight of 140
pounds from a height of approximately 30 inches. The number of blows required to drive the split -
spoon sampler three consecutive 6-inch increments is recorded, and the blows of the last two
increments are summed to obtain the Standard Penetration Resistance (N-value). The N-value
provides a general indication of in -situ soil conditions and has been correlated with certain
engineering properties of soils.
In some soils, it is not always practical to drive the split -spoon sampler the full three consecutive
6-inch increments. Whenever more than 50 blows are required to drive the sampler over a 6-
inch increment, or the sampler is observed not to penetrate after 50 blows, the condition is
called split -spoon refusal. Split -spoon refusal conditions may occur because of obstructions
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or very dense or very hard materials are being tested. When split -spoon refusal occurs, often
little or no sample is recovered. The SPT N-value for split -spoon refusal conditions is
typically estimated as greater than 100 blows per foot (bpf). Where the sampler is observed
not to penetrate after 50 blows, the N-value is reported as 50/0". Otherwise, the depth of
penetration after 50 blows is reported in inches, i.e. 50/5", 50/2," etc.
In very soft materials it may be possible for split spoon sampler to be advanced 6 inches just
by the weight of the split spoon sampler assembly, without any hammer blows incurred. An
N-value of 0 would be recorded. This may also be called "weight of hammer".
Subsurface water level readings were taken in each boring immediately upon completion of the
soil drilling process or at some later time as indicated on the boring logs. Also, upon completion
of soil drilling, the boreholes were backfilled with auger cuttings. Periodic observation of the
boreholes should be performed to monitor subsidence at the ground surface, as the borehole
backfill will settle over time.
Representative portions of the split -spoon soil samples obtained through this exploration program
were placed in sealed bags. Samples were evaluated by the professional staff. The soil samples
were evaluated in general accordance with techniques outlined in the visual -manual identification
procedure (ASTM D2488) using the Unified Soil Classification System. The soil descriptions and
classifications discussed in this report, and shown on the attached Boring Logs are based on the
visual classifications and should be considered approximate. Copies of the Boring Logs are
provided in the attached Appendix B as are the Boring Location Plans.
Split -spoon soil samples recovered on this project will be stored for a period of thirty (30) days
After thirty days, the samples will be discarded unless prior notification is provided in writing to
retain the samples.
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Description
As previously described the location for construction of the proposed Apartments is to the right of
an existing physical fitness facility on Old US Highway 421. In addition, the site is between the
Highway and adjacent to the South Fork of the New River (River).
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The area where the Apartments are to be built is grass covered sloping gently toward the River.
The area between the Apartments proposed location and the River has brush and other forms of
vegetation and the area for the Apartments is about 20 feet above the River during relatively normal
flow. There is a paved parking lot between the Apartments area and the Highway.
3.2 Subsurface Conditions
3.2.1 General
The subsurface conditions discussed in the following paragraphs and those shown on the attached
soil test Boring Logs represent an estimate of the subsurface conditions based on interpretation of
boring data using normally accepted geotechnical engineering judgments. The transitions between
different soil strata are usually less distinct than those shown on the Boring Logs. Sometimes the
relatively small sample obtained in the field is insufficient to definitely describe the origin of the
subsurface material. In these cases, the origin descriptions may include the term "possible" before
the word describing the material's origin (i.e. possible fill, possible residuum, possible alluvium
etc.) or may be designated as "no recovery". Although individual soil test borings are
representative of the subsurface conditions at the boring locations on the dates shown, they are not
necessarily indicative of subsurface conditions at other locations or at other times. Data from the
specific borings are shown on the attached Boring Logs in Appendix B.
Below the existing ground surface the borings encountered existing fill, alluvial soils and residual
soils.
3.2.2 Subsurface Materials
Borings were advanced through grass with root mat. Below the ground surface the borings
encountered fill, alluvial soils or residual soils and weathered rock
3.2.3 Fill
Fill is soil that has been placed by the actions of man. Existing fill comprised of sandy silt (ML
or MH) was encountered at all borings to depths between approximately 15 and 20 feet below the
existing ground surface. The existing fill is characterized as very soft to firm sandy silt containing
some small stone and organic debris, especially where the fill transitions into alluvial soils.. The
N-values obtained in the existing fill range from 1 to 7 blows per foot (bpf). There may be several
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samples where the N-value exceeds 7 bpf where stone within the sample has artificially increase
the N-value.
3.2.4 Alluvial Soil
Alluvial soils are those that are the result of the natural siltation process from bodies of water.
Alluvial soils were encountered between existing fill and underlying residual soils at borings 13-1,
B-3 and B-4. No sample was recovered between fill and residual soil at boring B-2.
The alluvial soils contained organic debris and are characterized as soft clayey silt with N-values
being either 3 or 4 bpf.
3.2.5 Residual Soils
Residual soils are those soils resulting from the in -place decomposition of parent bedrock by
natural chemical and mechanical means. Residual soils comprised of silty sand (SM) were
encountered beneath alluvial soils or existing fill, and are characterized as medium dense to dense
silty sand. The N-values obtained at the residual soils varied from 11 blows per foot (bpf) to 88bpf.
Residual soils were encountered at a depth of about 23 feet below the existing ground surface at
boring B-1, B-3 and B-4. At boring B-2 residual soil was encountered at a depth of about 18 feet.
3.2.6 Subsurface Water
Subsurface water measurements were taken at all soil test borings at, or just after, the time borings
were performed. Measurable subsurface water was encountered at all soil test borings at depths
between 14 and 18 feet below the existing ground surface. Subsurface water levels and soil
moisture fluctuations can be anticipated with changes in precipitation, storm water run-off, and
season.
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4.0 PRELINHNARY ANALYSIS AND RECONIMENDATIONS
4.1 General
The following analysis and recommendations are based on information provided, assumptions
made within this report, interpretation of the field data obtained during this exploration and
experience with similar subsurface conditions and projects
Determination of an allowable bearing capacity for a foundation system for a given structure is
dependent on proposed structural loads, subsurface conditions, and construction constraints such
as proximity to other structures, etc. The subsurface exploration aids the geotechnical engineer in
determining the stratum appropriate for structural support. This determination includes
considerations with regard to both allowable bearing capacity and compressibility of strata. In
addition, since the method of construction greatly affects the soils intended for structural support,
consideration must be given to the implementation of suitable methods of site preparation.
4.2 Soil Conditions
The following are the opinions of the undersigned and are based on interpretation of anticipated
construction and soil conditions encountered. As previously indicated it has been assumed that
wall loading will not exceed 2 kips per foot and column loads will not exceed 40 kips.
Existing fill soils and alluvial soils are not considered suitable for structural support regardless of
the N-values obtained. The residual soils encountered are suitable for anticipated structural
support, providing recommendations made within this report are followed
It is recommended that a bearing capacity of 2,000 pounds per square foot (psf) be used in
design of shallow foundations that bear in residual soils. A bearing capacity of 2,000 psf may
also be used where foundations bear on structural fill. These recommendations are applicable
only when the geotechnical engineer confirms the quality of materials upon which foundations
will bear and site preparations made in other sections of this report are followed. No foundation
dimension shall be less than 2 feet regardless of design calculations.
There are options for future construction that the owner will have to select. The first option is to
remove the existing fill and alluvial soils from within a 5 feet perimeter around the building
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footprint, to the extent they exist. A dewatering plan to be determined by the site grading
contractor will need to be developed. In addition, site preparation and structural fill placement
will need to comply with recommendations made within Section 5 of the report.
Other options would be to support foundations on deep foundations, such as dynamically
compacted stone piers, drilled shaft and/or cast in place piling. Deep foundations are typically a
proprietary installation with requirements for such determined by the installation contractor.
If deep foundations are used additional recommendations for soil subgrade preparation of the
concrete slab -on -grade will be required in order to provide a modulus of subgrade support of at
least 100pci.
5.0 PRELINHNARY CONSTRUCTION RECONIMENDATIONS
5.1 Site Preparation
Prior to starting any construction and/or excavations it is recommended that all utilities within 10
feet of proposed limits of construction and excavation be disconnected, relocated or temporarily
rerouted around the construction area. This shall include, but not be limited to, overhead power
lines where they would conflict with construction, sanitary sewer systems, fuel storage and
delivery pipes, water lines, storm drains, organic oil storage vaults and any below grade utilities
that may exist. This should be done in such a way as to ensure a safe working environment and
protect existing utilities. The presence of utilities is especially anticipated at and near the existing
structure.
After utilities and other debris have been removed all grass with root mat, gravel, concrete and any
other appurtenances shall be removed. Then all existing fill and alluvial soils shall be removed to
the extent that they exists as indicated. This will be done until the underlying residual soils are
exposed. All undercut and removed existing fill shall be replaced with structural fill in order to
achieve finished grade, placed in accordance with recommendations made in Section 5.2 of this
report.
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5.2 Controlled Structural Fill
Where required, structural fill shall be used to replace undercut existing materials in order to
achieve finished grades. Wherever controlled structural soil fill placement is required, placement
of the materials should be performed in accordance with the following recommendations.
Controlled structural fill may be constructed using the non -organic soils having a classification of
SM or ML as defined by the Unified Soil Classification System. Other materials may be suitable
for use as controlled structural fill material and should be individually evaluated by the
geotechnical engineer. Controlled structural fill should be free of boulders, organic matter, debris,
or other deleterious materials and should have a maximum particle size no greater than 3 inches.
Fill soils in structural and paved areas should not contain more than five percent (by weight)
organic material; have a plasticity index (PI) greater than 5, or have a maximum dry density less
than 90 pounds per cubic foot.
The undercut existing materials may be suitable for reuse as structural fill provided they comply
with other portions of this document and will need to be placed in accordance with
recommendations presented herein. It may be necessary that these soils to have their moisture
content adjusted to meet recommendations presented below.
Prior to any fill placement the geotechnical engineer will evaluate all areas to receive fill. This
evaluation will be performed by proof rolling with a loaded tandem axle dump truck or other
method as required by the engineer to help ensure these soils are suitable for support.
After site preparation recommendations have been complete, and the subgrade approved, fill
materials may be placed in horizontal lifts with a maximum thickness of 12 inches loose measure.
New fill should be adequately keyed into stripped and scarified subgrade soils exposed after
removal of existing fill and alluvial soils. It is recommended that all structural fill be compacted
to at least 98 percent of its maximum dry density as determined by the Standard Proctor Test,
ASTM Procedure D 698. It is recommended that all compacted fill be placed at moisture contents
in the range of — 3% to +2% of the materials optimum moisture content. In confined areas such
as within utility trenches, portable compaction equipment such as jumping jacks or Ramex self-
propelled sheep's foot compactors and thin lifts of 3 to 4 inches may be required to achieve
specified degrees of compaction.
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It is recommended that the contractor have equipment on site during earthwork for both drying
and wetting of fill soils to meet the above compaction/moisture requirements. Moisture control
may be difficult during winter months or extended periods of precipitation. Attempts to work the
soils when wet can be expected to result in deterioration of otherwise suitable soil conditions, or
previously placed and properly compacted fill. Where construction traffic or weather has disturbed
the subgrade, the upper 12 inches of soils intended for structural support should be scarified and
re -compacted. Every other lift of fill should be evaluated in order to confirm that the recommended
degree of compaction is attained.
Areas that will support asphalt paving, concrete slabs -on -grade and appurtenances will be similarly
prepared.
5.3 Foundation and Slab Construction
The following recommendations are presented where individual foundation loads do not exceed
40 kips or wall loading exceeds 2 kips per foot provided recommendations in other sections of this
report are followed. Where shallow spread foundations are to be installed, and after previous
recommendations for site preparation and fill placement have been performed, foundation
construction can commence. Foundations must bear at least 30 inches below finished grade in
order to help protect against frost penetration. All foundation bearing subgrades must be observed,
evaluated, and verified by the geotechnical engineer prior to reinforcement steel or concrete
placement in order to confirm that the exposed residual soils and structural fill soils are capable of
providing the recommended bearing capacity as indicated above. All foundation excavations must
be evaluated by the geotechnical engineer justprior to reinforcement steel and concrete placement.
Areas that support foundations should be made in such a way as to provide bearing surfaces that
are free of loose, soft, wet, or otherwise disturbed materials. Foundation concrete should not be
placed on frozen or saturated surfaces. If such materials are allowed to remain below foundations,
settlements will increase beyond those anticipated. Foundation excavations should be concreted
as soon as practical after they are excavated and approval by the geotechnical engineer and should
not remain open for more than 24 hours. If foundation soil subgrade is subjected to 1/4 inch or more
of rain, either in one event or in total, the soils must be re-evaluated prior to concrete placement.
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Areas that may support pavement and concrete slabs -on -grade shall be proof rolled with a loaded
tandem axle dump truck, or similar piece of pneumatic tired equipment, in the presence of the
geotechnical engineer in order to confirm that the exposed soils are suitable for structural support
5.4 Subsurface Water Conditions
Subsurface water for the purposes of this report is defined as water encountered below the existing
ground surface. Based on the subsurface water conditions encountered during this exploration
program it should be anticipated that significant amounts of subsurface water will be encountered
during excavation at the depths indicated.
If, at any time, subsurface water is encountered it may be handled by using trench excavations
sloped to sumps with water pumps removing free water discharging it toward the River when this
method is approved by local code officials. Typically, site dewatering is a matter of contractor's
means and methods and the actual method of dewatering is to be determined by the contractor.
The amounts of below grade water and other water that needs to be accommodated will be directly
related to storm events and season. Local code jurisdiction officials should be contacted for
approval of discharging any pumped water into nearby storm drains or creeks.
The recommended level of below grade water is 3 feet below all construction activities
5.5 Temporary Excavation Stability
Excavations may be required in accordance with recommendations made within this report, for the
installation of any new below grade utilities or for new construction. Anywhere excavations are
to be performed; shoring, bracing or flattening (laying back) of the slopes may be required to
obtain a safe working environment. Excavations should be sloped or shored in accordance with
local, state and federal regulations, including OSHA (CFR Part 1926) excavation trench and slope
safety standards. It is recommended that all excavated soils be placed away from the edges of the
excavation at a distance equaling or exceeding the depth of the excavation. In addition, surface
runoff water should be diverted away from the crest of the excavated slopes to prevent erosion and
sloughing.
Localized areas of soft or unsuitable soils not detected by the borings or in unexplored areas may
be encountered once construction begins. Vertical cuts in these soils may be unstable and may
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present a significant hazard because they can fail without warning. Therefore, temporary
construction slopes greater than 4 feet high should not be steeper than one horizontal to one
vertical (1H: 1V) and excavated material should not be placed within 10 feet of the crest of any
excavated slope.
Unbraced excavations may experience some minor localized instability (i.e., sloughing). To
reduce potential sloughing, excavated slopes should be covered with plastic for protection from
rainfall and moisture changes. It should be emphasized that continuous observations by contractor
knowledgeable personnel be performed during trenching or excavation operations at the site.
6.0 CONTINUATION OF SERVICES
When final structural loading is determined, it is recommended that LSE be afforded the
opportunity to review the plans, grading plan, and project specifications when construction
documents approach completion. Review of plans evaluates whether the recommendations and
comments provided herein have been understood and properly implemented or are still applicable.
Based on this review, LSE's engineer may recommend additional laboratory and/or field testing
be performed prior to starting construction. It is also recommended that L Squared Engineering
be retained for professional and construction materials testing services during construction of the
project. This continued involvement on the project helps provide continuity for proper
implementation of the recommendations discussed herein.
7.0 LINHTATIONS
This report has been prepared for the exclusive use of Cash Custom Homes and their agents, for
specific application to construction of Brown Apartments in Watauga County, NC. No other
warranty, express or implied, is made. The recommendations are based on information provided
and assumed; the field data obtained from this subsurface exploration and the previously described
subsurface exploration program, and generally accepted geotechnical engineering practice. The
recommendations do not reflect variations in subsurface conditions, which may exist
between boring locations or in unexplored areas of the site. Should such variations become
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apparent during construction, it will be necessary to re-evaluate these recommendations based
upon on -site observations of the conditions.
Regardless of the thoroughness of a subsurface exploration, there is the possibility that conditions
between borings will differ from those at the boring locations, that conditions are not as anticipated
by the designers, or that the construction process has altered the soil conditions. Therefore,
experienced geotechnical engineers should evaluate earthwork and other construction to verify
that the conditions anticipated in design actually exist. Otherwise, LSE assumes no responsibility
for construction compliance with the design concepts, specifications, or recommendations.
In the event that changes are made to the overall intent of this project, the recommendations
presented in the report shall not be considered valid unless the changes are reviewed by this firm
and modified and/or verified in writing. If this report is copied or transmitted to a third party, it
must be copied or transmitted in its entirety, including text, attachments, and enclosures.
There are important limitations to this and all geotechnical studies. Some of these limitations are
discussed in the information prepared by ASFE, which is included in Appendix A of this report.
It is asked that you please review this information and contact me should you have any questions.
Construction must not start until all pertinent approval and permits for construction from
local, state and federal agencies have been obtained.
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APPENDIX A

APPENDIX B

REFERENCE NOTES FOR BORING LOGS
1. Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Care, NX, BX, AX
AM
Pressuremeter
DC
Dutch Cone Penet umeter
RD
Rack Sit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
ROD
Rock Quality Designation %
It. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/fi) refs to the blows per foot of a 140 lb. hammer failing 30
Inches an a'2-Inch OD spill spoon sampler. as specified in ASTM D 1585_ The blow exeunt is
commonly referred to as the N-value.
A. Non -Cohesive Solis (Slit. Sand, Gravel and Combinations)
Density- Relative Properties
Linder 4 blowsift Very Loose Adjective Form 12% to 49%
5 to 10 blowsift Loose 1A1ith 5`fb to 12%
11 to ail blowslft Medium Dense
31 to 60 blowsfft Dense
Over 51 blowslft Very Dense
Particle Size lderrfcation
Solders
8 inches or larder
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
'Js to 1 Inch
Fine
'/ to 'A Inch
Sand
Coarse
f
2.00 ern toinch (dia, of lead pencil)
Medium
0.42 to 2.OQ mm (dia. of broom straw)
Fine
0.074 to 0.42 mm (dia. of human hair)
Silt and Clay
0.0 to 0.074 mm es cannot be seen
B. Cohesive Solis (Clay, Silt, and Combinations)
Unconfined
Degree of
Plasticity
B16VASflt
Consistency
Comp. shrngth
Plasticity
index
OP (ts1)
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
11.25-0.49
Sl i dt
5-7
5 to 8
Medium Siiff
0.50-0.89
M etpm
8 -- 22
9 to is
Stiff
1.00-1.99
High to Very High
Over 22
18 to 30
Very Ste,
2.00-3.00
31 to s0
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
Water Level Measurement Symbols
WL Mister Level BCR Before Casing Removal DCI Dry Cave-in
WS While Sampling ACR After Casing Removal WC1 Wet Cave -In
WD While Drilling V Est. Groundwater Level Est Seasonal High GWT
The vuater levels are those levels achialiy measured In thei borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding flulcis, in a granular
scat. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In swb VVs. additional methods of measurement are gene€aily applied.

!li
Geolechnioco-1 Engineering Repopt
Geotechnical Services Are Performed (or
Specific Pupposes, Persons, and Projects
Geotechnical engineers structure their services to meet the spe-
cific needs of their clients. A geotechnical engineering study Cori -
ducted for a civil engineer may not fulfill the needs of a construc-
tion contractor or even another civil engineer. Because each geot-
echnical engineering study is unique, each geotechnical engi-
neering report is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report
without first conferring with the geotechnical engineer who pre-
pared it. And no one` -not even you --should apply the report for
any purpose or project except the one originally contemplated.
Read the full report
Serious problems have occurred because those relying on a
geotechnical engineering report did not read it all_ Do not rely
on an executive summary. Do not read selected elements only.
A Geotechnical Engineering Report is Based an
A Unique Set Of Project-Specii€c Factors
Geotechnical engineers consider a number of unique, project -spe-
cific factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk management pref-
erences; the general nature of the structure involved, its size, and
configuration; the location of the structure on the site; and other
planned or existing site improvements, such as access roads,
parking lots, and underground utilities. Unless the geotechnical
engineer who conducted the study specifically indicates other-
wise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
e not prepared for the specific site explored, or
• completed before important project changes were made_
Typical changes that can erode the reliability of an existing
geotechnical engineering report include those that affect:
a the function of the proposed structure, as VliiAjo
it's changed from a parking garage to an office
building, or from a light industrial plant to a
refrigerated warehouse,
* elevation, configuration, location, orientation, or
weight of the proposed structure,
® composition of the design tears, or
* project ownership.
As a general rule, always inform your geotechnical engineer
of project changes —even minor ones —rand request an
assessment of their impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur
because their reports do not consider developments of which
they were not informed.
SuhsuMme Conditions Can Change
A geotechnical engineering report is based on conditions that
existed at the time the study was performed. Do not rely on a
geotechnical engineering report whose adequacy may have
been affected by, the passage of time; by mars -made events,
such as construction on or adjacent to the site; or by natural
events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before apply-
ing the report to determine if it is still reliable. A minor amount
of additional testing or analysis could prevent major problems.
Most Geotechnical Findings Are
Professional minions
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory data
and then apply their professional judgment to render an opinion
about subsurface conditions throughout the site. Actual sub-
surface conditions may differ —sometimes significantly —from
those indicated in your report. Retaining the geotechnical engi-
neer who developed your report to provide construction obser-
vation is the most effective method of managing the risks asso-
ciated with unanticipated conditions.

A Heport's Kecnmmendatl©ns Are Not Hnal
Do not overrely on the construction recommendations included
in your report. Those recommendations are not Tina!, because
geotechnical engineers develop them principally from judgment
and opinion. Geotechnical engineers can finalize their recom-
mendations only by observing actual subsurface conditions
revealed during construction. The geotechnical engineer who
developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report IS-Subject
To Misinterpretation
Other design team members' misinterpretation of geotechnical
engineering reports has resulted in costly problems. Lower
that risk by having your geotechnical engineer confer with
appropriate members of the design team after submitting the
report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications.
Contractors can also misinterpret a geotechnical engineering
report. Reduce that risk by having your geotechnical engineer
participate in prebid and preconstruction conferences, and by
providing construction observation.
Re Not Redraw the Engineer's logs
Geotechnical engineers prepare final boring and testing logs
based upon their interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs included in a
geotechnical engineering report should never be redrawn for
inclusion in architectural or other design drawings. Only photo-
graphic or electronic reproduction is acceptable, but recognize
that separating logs from the reps, ° can elevate risk.
Rive Contractors a Complete
Report and Guidagge
Some owners and design professionals mistakenly believe they
can make contractors liable for unanticipated subsurface condi-
tions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotech-
nical engineering report, but preface it with a clearly written let-
ter of transmittal. In that letter, advise contractors that the report
was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the
geotechnical engineer who prepared the report (a modest fee
may be required) and/or to conduct additional study to obtain
the specific types of information they need or prefer, A prebid
conference can also be valuable. Be sure contractors have suffi-
cient time to perform additional study. Only then might you be in
a position to give contractors the best information available to
you, while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read Responsibility Provisions closely
Some clients, design professionals, and contractors do not
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding has
created unrealistic expectations that have led to disappoint-
ments, claims, and disputes. To help reduce such risks, geot-
echnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations',
many of these provisions indicate where geotechnical' engi-
neers responsibilities begin and end, to help others recognize
their own responsibilities and risks. Read these provisions
closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenviroomental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a
geoenvironmental study differ significantly from those used to
perform a geotechnical study. For that reason, a geotechnical
engineering report does not usually relate any geaenvironmen-
tal findings, conclusions, or recommendations; e.g., about the
likelihood of encountering underground storage tanks or regu-
lated contaminants. Unanticipated environmental problems have
led to numerous project failures, if you have not yet obtained
your own geeenvironmental information, ask your geotechnical
consultant for risk management guidance. Do not rely on an
environmental report prepared far someone else.
Rely on You Geotechnieai hngineer top
Additional Assistance
Membership in ASFE exposes geotechnical engineers to a wide
array of risk management techniques that can be of genuine ben-
efit for everyone involved with a construction project. Confer with
your ASFE-member geotechnical engineer for more information.
ASFE
8811 Colesville Road Suite G106 Silver Spring, MD 2091 a
Telephone: 301-W-2733_ Facsimile:301-389-2017
email: info&asfe.org www.asfe-arg
uopyn nt zooa a ASFE, Inc.Unless A$! t s
g Y grants written WrrMSsion to do so, duplication of this document by any means whatsoever is expressly prohibited.
Reuse of the wording in this document, in whole or in part, also is expressly prohibited, end may be done only with the express permission of ASFE or for purposes
Of review or scholarly research_
UGER 1000.10M

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-1
Total Depth: 25 ft
Surface Elev.: at
Water Level (0 hrs):
grade
17 ft
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
1-2.5 ft
1
2
2
4
Fill: soft to medium stiff
brown silty sand
5 ft
3.5-5 ft
3
4
4
8
6-7.5 ft
1
1
2
3
loft
8.5-10ft
3
3
2
5
15 ft.
.13.5-15 ft
1
1
2
3
moist
Organic materials
Alluvium: Soft clayey
silt with root frgaments
20 ft.
18.5-20 ft
0
1
2
3
Organic
odor

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-1
Total Depth: 25 ft
Surface Elev.: at
Water Level (0 hrs):
continued
grade
17 ft
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
Alluvium: soft clayey
18.5-20
0
1
2
3
Organic
silt with root fragments
odor
Residual: dense
multicolor brown silty
25 ft
sand
23.5-25 ft
9
17
23
40
moist
28.5-30 ft
30 ft
33.55-35
ft
35 ft.
38.5-40 ft
40 ft.

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-2
Total Depth: 20 ft
Surface Elev.: at
Water Level (0 hrs):
grade
13 ft
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
1-2.5 ft
3
4
3
7
Fill: medium stiff to
very soft brown sandy
silt
5ft
3.5-5ft
3
2
2
4
6-7.5 ft
0
0
1
1
moist
loft
8.5-10 ft
1
0
4
4
moist
15 ft.
.13.5-15 ft
12
11
23
34
No
recovery
Residual: medium dense
silty sand
20 ft.
18.5-20 ft
6
4
7
11
Boring terminated at
20ft

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-3
Total Depth: 25 ft
Surface Elev.: at
Water Level (0 hrs):
grade
18
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
1-2.5 ft
2
1
3
4
Fill: soft to medium stiff
brown sandy silt with
rock fragments
5ft
3.5-5ft
5
7
6
13
6-7.5 ft
1
2
1
3
loft
8.5-10ft
2
2
6
8
15 ft.
.13.5-15 ft
3
4
3
7
Alluvium: soft brown
sandy silt with root
20 ft.
fragments
18.5-20 ft
1
1
2
3
Organic
odor

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-3
Total Depth: 25 ft
Surface Elev.: at
Water Level (0 hrs):
continued
grade
18
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
Alluvium: soft brown
18.5-20
1
1
2
3
Organic
silty sand with organics
odor
Residual: Very dense
brown silty sand
25 ft
23.5-25 ft
34
38
50/6
88
Boring terminated at
25ft
28.5-30 ft
30 ft
33.55-35
ft
35 ft.
38.5-40 ft
40 ft.

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-4
Total Depth: 25 ft
Surface Elev.: at
Water Level (0 hrs):
grade
19 ft
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
1-2.5 ft
5
4
3
7
Fill: stiff to very soft
brown sandy silt
5 ft
3.5-5 ft
3
4
8
12
6-7.5 ft
3
3
3
6
loft
8.5-10 ft
1
0
1
1
15 ft.
.13.5-15 ft
5
3
3
6
Alluvium: soft black
clayey silt with roots
20 ft.
18.5-20 ft
0
1
3
4
Organic
odor

BORING LOG
Client: Cash Custom Homes
I Project: Proposed Brown Apartments
Location: Old US Highway 421, Watauga County, NC
Boring No.: B-4
Total Depth: 25 ft
Surface Elev.:
Water Level (0 hrs):
continued
19 ft
Type of
Borin :hsa
E ui t.: CME45
Started: 12.19.19
Com leted: 12.19.19
Depth
Description
Sampling
Blows per Increment
Comments
Interval
N
ft
Alluvium: soft brown
18.5-20
0
1
3
4
Organic
clayey silt with root
odor
fragments
Residual: medium dense
25 ft
multicolor grey silty
sand
23.5-25 ft
10
8
12
20
Boring terminated at
25ft
28.5-30 ft
30 ft
33.55-35
ft
35 ft.
38.5-40 ft
40 ft.