SW1210902_Soils/Geotechnical Report_20220215

REPORT OF SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING EVALUATION
ACADIA SPEC BUILDING
MILLS RIVER, NORTH CAROLINA
ECS PROJECT No. 31-2765-A
Prepared For
MINKLES, LLC
Prepared By
MARCH 10, 2015

ECS CAROLINAS LLP "Setting the Standard for Service
Geotechnical • Construction Materials • Environmental • Facilities
March 10, 2015
David Gibbons
Minkles, LLC
400 South Record
Suite 1250
Dallas, Texas 75202
Reference: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Mr. Gibbons:
ECS Carolinas, LLP (ECS) has completed the subsurface exploration and geotechnical
engineering evaluation for the above referenced project, as authorized by your acceptance of
our Proposal Number 31-3778-P, dated November 21, 2014. This report contains the results of
our subsurface exploration, as well as our recommendations concerning the geotechnical
design and construction aspects of the project.
We appreciate the opportunity to provide geotechnical services to you at this time, and we look
forward to continuing to assist you during the construction phase of this project. If you have
any questions concerning the information and recommendations presented in this report, or if
we can be of further assistance, please contact us.
Sincerely,
ECS CAROLINAS, LLP represented by:
f;D pt. Scott W. Sawyer, E.I.
Geotechnical Project Manager
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TABLE OF CONTENTS
PAGE
1.0 EXECUTIVE SUMMARY 1
2.0 PROJECT INFORMATION 3
3.0 EXPLORATION PROCEDURES 4
3.1 Soil Test Borings 4
3.1 Laboratory Testing 4
4.0 SITE AND SUBSURFACE CONDITIONS 5
4.1 Site Observations 5
4.2 Area Geology 5
4.3 Subsurface Conditions 5
4.4 Laboratory Testing 6
5.0 CONCLUSIONS AND RECOMMENDATIONS 7
5.1
Site and Subgrade Preparation
7
5.2
Engineered Fill
8
5.3
Excavation and Groundwater Considerations
9
5.4
Foundation Design
10
5.5
Concrete Slab -On -Grade
11
5.6
Pavement Considerations
12
5.7
Lateral Earth Pressures
13
5.8
Seismic Site Class Determination
14
5.9
Site Drainage
14
5.10 Construction Considerations
14
6.0 CLOSING 16
APPENDIX

1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
evaluation for the planned new industrial building located within Broadpointe Industrial Park in
Mills River, North Carolina. We understand that the project consists of a new industrial building.
The proposed building will have a footprint of approximately 150,000 square feet. Associated
parking areas, driveways, and underground utilities will also be part of the planned construction.
Based on the preliminary grades, approximately 10 feet of fill and 6 feet of cut will be required
within the building pad. The maximum column loads will not exceed 76 kips, and we have
assumed the maximum wall loads will be less than 3 kips per linear foot.
The soil borings encountered alluvial soils across the site to maximum depths of about 13 feet
below ground surface. The alluvial soils generally consisted of sandy clay (CL) and sandy silt
(ML). Underlying the alluvial soils, residual soils were encountered. The residuum typically
consisted of silty fine to medium sand (SM) with varying amounts of mica. Groundwater was
encountered at depths ranging between 6 and 14 feet below existing ground surface.
Based on the subsurface conditions encountered within the test borings and our experience
with similar site conditions and construction, the soils at the site appear generally suitable for
support of the proposed industrial building and pavements using conventional construction
techniques. The on -site soils should be able to be excavated using conventional earthmoving
equipment and are generally suitable for re -use as fill. The proposed building can be supported
on conventional shallow foundations bearing in properly evaluated and approved alluvium
and/or new engineered fill.
The primary geotechnical consideration at this site is the prevalence of clayey and silty alluvial
soils, which can present challenges during earthwork. Based on the gradation and texture of
the sampled alluvium, as well as the consistency of the alluvial soils measured in our testing
borings, the material at this site generally appears suitable for construction, and we do not
anticipate that widespread undercuts will be required if the subgrade is kept protected.
However, careful and thorough construction -phase testing should be considered critical due to
the variable nature of the alluvial soils.
It is important to note the alluvial soils consisted of fine sandy clay and sandy silt, and these
soils will likely be very moisture sensitive. Because the fine-grained alluvium is moderately
plastic, we do not anticipate extreme moisture sensitivity as you would expect in high plastic
silts and clays. However, proper management of surface runoff during construction will be
critical to avoiding delays due to moisture conditioning of the soils. These practices include
ensuring the surface of the site is kept properly graded to enhance drainage of surface water
away from the proposed construction areas and soil stockpiles during the earthwork phase of
this project. Additionally, stockpiled soils should be protected from inclement weather with tarps
or plastic sheeting, and the exposed subgrades should be sealed with a smooth -drum roller at
the end of the day's work to reduce the potential for infiltration of surface water into the soils. It
should be the earthwork contractor's responsibility to maintain the site soils within a workable
moisture content range to obtain the required in -place density and maintain a stable subgrade.
Provided the subgrade preparation and earthwork operations are completed in accordance with
the recommendations of this report, we recommend a net allowable soil bearing pressure of up
to 2,500 psf for design of shallow spread footings. Concrete slabs -on -grade can be designed
using a modulus of subgrade reaction (k) of 110 psi per inch. A seismic Site Class "D" is
recommended for this site based upon the soil test boring data.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 2
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report but should be considered a "summary" only and should not be relied
upon exclusive of the entire report. The subsequent sections of this report constitute our
findings, conclusions, and recommendations in their entirety.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 3
2.0 PROJECT INFORMATION
Our understanding of the project is based on correspondence with Tripp Anderson, AIA of Aiton
Anderson Architecture, as well as the Site Study plan developed by Aiton Anderson Architecture
dated October 18, 2014. The project site is located within the Broadpointe Industrial Park in
Mills River, Henderson County, North Carolina. Based on the information provided, the planned
development includes the construction of a new industrial building with a finished floor elevation
(FFE) of approximately 2062 ft. The proposed building will have a footprint of approximately
150,000 square feet. Associated parking areas, driveways, and underground utilities will also
be part of the planned construction.
We assume that the building will be a steel -framed structure supported by conventional shallow
footings and a concrete slab -on -grade floor. Based on our correspondence, we understand the
maximum column loads for the building are expected to be 76 kips. We assume maximum wall
loads will be less than 3 kips per linear foot.
Based on the FFE shown on the Site Study plan, approximately 10 feet of fill will be required on
the lower northeastern side of the planned building, and cuts on the order of 6 feet will be
required on the higher southwestern side in order to establish final subgrade elevations.
Similarly, approximately 8 feet of fill will be required on the lower northeastern side of the
planned parking area, and cuts on the order of 6 feet will be required on the higher
southwestern side in order to establish final subgrade elevations.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 4
3.0 EXPLORATION PROCEDURES
3.1 Soil Test Borings
Nine mechanized soil test borings (Borings B-1 through B-9) were drilled within the proposed
building footprint at the approximate locations shown on the Boring Location Diagram in the
Appendix. No borings were specifically performed within planned pavement or stormwater
areas. Each boring was advanced to depths ranging between about 15 and 20 feet below the
existing ground surface. The boring locations were established in the field by ECS personnel by
estimating distances and angles from existing site features. The boring locations shown in the
Appendix are for illustrative purposes only and should be considered approximate. The
individual Boring Logs are provided in the Appendix for reference.
The mechanized soil borings were performed using a trailer -mounted, CME45c drill rig.
Representative soil samples were obtained by means of the split -barrel sampling procedure in
accordance with ASTM D 1586. In this procedure, a 2-inch O.D., split -barrel sampler is driven
into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches. The number of
blows required to drive the sampler through a 12-inch interval is termed the Standard
Penetration Test value (N-value) and is indicated for each sample on the boring logs. This
value can be used as a qualitative indication of the in -place relative density of noncohesive
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication
is qualitative, since many factors can significantly affect the standard penetration resistance
value and prevent a direct correlation between drill crews, drill rigs, drilling procedures, and
hammer -rod -sampler assemblies. Split -spoon samples were obtained at approximately 2'/2 foot
intervals within the upper 10 feet of the test borings and at approximately 5-foot intervals
thereafter.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery,
each sample was removed from the sampler and visually classified. Representative portions of
each sample were then sealed in airtight containers and returned to our laboratory in Asheville,
North Carolina for visual examination by a geotechnical engineer and subsequent laboratory
testing.
3.1 Laboratory Testing
Representative split -barrel soil samples obtained during our field exploration were selected and
tested in our laboratory to check field classifications and to help determine pertinent index and
engineering properties of the site soils. The geotechnical laboratory testing included:
• Visual classification of soil samples in general conformance with ASTM D 2487,
• Index property testing of select soils samples including:
o Natural moisture content determinations (ASTM D 2216),
o Atterberg limits testing (ASTM D 4318), and
o Percent passing the No. 200 sieve (ASTM D 1140)
The laboratory test results are included on the Laboratory Testing Summary provided in the
Appendix. The moisture content and Atterberg limit test results are also presented on the
individual Boring Logs.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 5
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Observations
The site is located within the Broadpointe Industrial Park in Mills River, North Carolina. Based
on our field reconnaissance, the site is mostly undeveloped but does contain 4 residential
structures presently situated on the southwestern side of the property. The grades across the
construction envelope vary by approximately 20 feet with the highest area along the
southwestern portion of the site gradually sloping downward in a northeasterly and
southeasterly direction. The northeastern and southern portions of the property are currently an
agricultural field.
Of note, the French Broad River traverse
approximately 700 feet from the construction
southeastern property boundary which is
envelope.
4.2 Area Geology
s
the northeastern property boundary which is
envelope. Also, McDowell Creek traverses the
approximately 450 feet from the construction
The project site is located in the eastern Blue Ridge Physiographic Province of Western North
Carolina. The eastern Blue Ridge consists of a variety of igneous and high-grade 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 silty or clayey 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. According to the 1985 Geologic Map of North
Carolina, the bedrock at the site consists of muscovite-biotite gneiss.
In this geology, alluvial soils (sediments deposited in a riparian setting) are typically present
within floodplain areas along creeks, rivers, and other natural drainage areas. The subject site
is situated southwest of French Broad River, and alluvial materials were encountered across the
site. Alluvial soils are typically fine grained soils characterized as having relatively low strength
and high in -situ moisture content and are deposited in low-lying areas associated with former or
existing drainage features. The thickness of the alluvial deposits can be highly variable. Often
the alluvial deposits are underlain by an alluvial cobble layer that was once the riverbed.
The boundary between soil and rock in this geology is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock is defined for engineering purposes as residual material with standard
penetration test resistance exceeding 100 blows per foot. The transition between hard/dense
residual soils and partially weathered rock can occur at irregular depths due to variations in the
degree of weathering. The variable weathering can also cause rock fragments and boulders to
remain within the residual soil matrix.
4.3 Subsurface Conditions
Each of the borings were located in areas with minimal topsoil or other ground cover at the
surface. However, we would assume that a surficial layer of topsoil approximately 4 to 6 inches
thick would be present at the ground surface around the existing structures and up to
approximately 18 inches of cultivated soil may be present within the agricultural fields.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 6
Each boring initially encountered material identified as alluvial soil to depths ranging between
about 8 to 13'/2 feet below the existing ground surface. The alluvial soils typically consisted of
sandy clay (CL) and sandy silt (ML) with varying amounts of gravel throughout. Standard
Penetration Test N-values obtained within the alluvium ranged from 4 to 59 blows per foot (bpf),
with typical values between 10 and 15 bpf.
Underlying the alluvium, residual soils were encountered to the termination depth of each
boring. The residual soils typically consisted of silty fine to medium sand (SM), with varying
amounts of mica. The N-values ranged from 5 to 34 bpf, with typical values between 8 and 13
bpf.
Boreholes were checked for water at the time of drilling. Groundwater was encountered in
Borings B-1, B-3, B-4, B-6, and B-8 at depths of ranging between about 6 and 14 feet below the
ground surface. Groundwater elevations should be expected to vary depending on seasonal
fluctuations in precipitation, surface water absorption characteristics, and other factors.
The above paragraphs provide a general summary of the subsurface conditions encountered at
the site at the time of our exploration. The Boring Logs included in the Appendix contain
detailed information regarding the subsurface conditions encountered at each boring location.
These Boring Logs represent our visual classification of the samples retrieved during the field
exploration. The stratification lines on the Boring Logs designate approximate boundaries
between various subsurface strata. The actual in -situ transitions are expected to be more
gradual.
4.4 Laboratory Testing
The natural moisture contents of the tested soil samples ranged from 16.9 to 38.5 percent. The
results of the Atterberg limits testing performed on representative split spoon samples indicated
low plastic clay (CL) with liquid limits ranging between 34 and 43 and plasticity indices ranging
between 15 and 21. The percent material passing the No. 200 sieve ranged between 54.1 and
58.9 percent for samples tested.
The complete laboratory testing results are provided on the Laboratory Testing Summary in the
Appendix. Natural moisture content and index test results are also provided on the individual
Boring Logs.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 7
5.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the subsurface conditions encountered within the test borings and our experience
with similar site conditions and construction, the soils at the site appear generally suitable for
support of the proposed building and associated pavements using conventional construction
techniques. The on -site soils should be able to be excavated using conventional earthmoving
equipment and are generally suitable for re -use as fill with strict moisture control. The building
can be supported on conventional shallow foundations bearing in properly evaluated and
approved existing alluvium, and/or new engineered fill. The footings can be sized for a net
allowable bearing pressure of up to 2,500 psf.
The primary geotechnical consideration at this site is the prevalence of clayey and silty alluvial
soils, which can present challenges during earthwork. Based on the gradation and texture of
the sampled alluvium, as well as the consistency of the alluvial soils measured in our testing
borings, the material at this site generally appears suitable for construction, and we do not
anticipate that widespread undercuts will be required if the subgrade is kept protected.
However, careful and thorough construction -phase testing should be considered critical due to
the variable nature of the alluvial soils.
It is important to note the alluvial soils consisted of fine sandy clay and sandy silt, and will be
moisture sensitive. Because the fine-grained alluvium is moderately plastic, we do not
anticipate extreme moisture sensitivity as you would expect in high plastic silts and clays.
However, proper management of soil runoff during construction will be critical to avoiding delays
due to moisture conditioning of the soils. These practices include ensuring the surface of the
site is kept properly graded to enhance drainage of surface water away from the proposed
construction areas and soil stockpiles during the earthwork phase of this project. Additionally,
stockpiled soils should be protected from inclement weather with tarps or plastic sheeting, and
the exposed subgrades should be sealed with a smooth -drum roller at the end of the day's work
to reduce the potential for infiltration of surface water into the soils. It should be the earthwork
contractor's responsibility to maintain the site soils within a workable moisture content range to
obtain the required in -place density and maintain a stable subgrade.
Our detailed recommendations are presented below.
5.1 Site and Subgrade Preparation
Because the site is currently developed with 4 existing structures which are planned for
demolition, we emphasize the importance of comprehensive subgrade evaluations prior to the
placement of new fill or other construction activities. Existing foundations, slabs, and other
building components, as well as other soft, unsuitable, or deleterious material should be
removed from the existing ground surface. Our borings did not indicate a surficial layer of
topsoil at the discrete location of each boring. However, we would anticipate a surficial topsoil
layer of approximately 4 to 6 inches thick around the existing buildings and cultivated soils to
depths up to about 18 inches within the agricultural fields. The surficial material should be
removed from the planned construction areas. The majority of the existing soils at the site can
be re -used as engineered fill. However, we caution that the near -surface clays and silts are
very moisture -sensitive, and they can be difficult to place and compact, especially if allowed to
get wet.
Existing utilities that traverse the area of planned construction should be removed or re-routed,
as necessary. These operations should extend at least 10 feet beyond the planned limits of the

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 8
proposed building and 5 feet beyond the planned pavement areas, where practical.
Furthermore, these operations should be extended an additional one foot for each foot of fill
required at the building's exterior perimeter.
After removal of existing deleterious surface and subsurface materials, and prior to placement of
fill, the exposed subgrade soils should be carefully examined by an experienced geotechnical
engineer to help identify any localized loose, yielding, or otherwise unsuitable materials. After
examining the exposed subgrades, loose and yielding areas can be identified by proofrolling
with an approved piece of equipment, such as a loaded dump truck, having an axle weight of at
least 10 tons. Subgrade soils which perform successfully under the proofroll can be left in
place. However, due to the moisture -sensitivity of these alluvial clayey soils, the exposed
subgrade can deteriorate quickly and significantly during site preparation if exposed to
inclement weather, and additional undercutting/stabilization after the initial proofroll may be
required if the subgrade is left exposed. Proofrolling should be performed after a suitable period
of dry weather to avoid degrading an otherwise acceptable subgrade. Areas which continue to
rut or deflect excessively during the proofrolling should be stabilized as directed by the ECS
Geotechnical Engineer. Stabilizing measures at this site would likely consist of undercutting
and replacement with engineered fill, compacted densely -graded crushed stone, and/or the use
of a geotextile. The most appropriate remedial measures to stabilize the unstable subgrade
should be recommended by ECS at the time of proofrolling.
Undercut excavations, if necessary, shall not be left open during periods of inclement weather.
The resulting undercut excavations should be backfilled with properly compacted engineered fill
or densely -graded crushed stone as directed by ECS at the time of proofrolling until the design
grades are achieved. Once the site mass grading has been completed, a sacrificial layer of
densely -graded crushed stone may be considered across the building and pavement areas to
protect the subgrades from the deteriorating effects of inclement weather and construction
traffic.
The preparation of fill subgrades, as well as the proposed building or pavement subgrades,
should be observed on a full-time basis by a representative of ECS. These observations should
be performed by an experienced geotechnical engineer, or his representative, to ensure that all
unsuitable materials have been removed and that the prepared subgrade is suitable for support
of the proposed construction and/or fills.
5.2 Engineered Fill
Following site preparation, and after achieving a competent subgrade, the contractor can place
and compact approved, controlled engineered fill to achieve the desired site grades. We
anticipate that approximately 10 feet of fill will be required in the northeastern corner of the
building and approximately 8 feet of fill will be required in the northeastern portion of the parking
area. Fill for support of the proposed construction and for backfill of utility lines within expanded
building limits should consist of soils that are free of organic matter and debris and are
approved for use by the geotechnical engineer. The fill materials should contain not more than
60 percent passing the No. 200 sieve and have a plasticity index less than 25 and a liquid limit
less than 45. Fill soil should have a standard Proctor (ASTM D 698) maximum dry density of at
least 100 pounds per cubic foot (pcf).
Based on the soils encountered in our borings, it appears the majority of the existing soils at the
site can be re -used as engineered fill. However, it is important to note the alluvial soils
consisted of sandy clay and sandy silt, and will be moisture sensitive. Because the fine-grained

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 9
alluvium is moderately plastic, we do not anticipate extreme moisture sensitivity as you would
expect in high plastic silts and clays. However, proper management of stormwater runoff during
construction should be considered critical to avoiding delays due to moisture conditioning of the
soils.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials,
the contractor should provide representative samples of the soil to the geotechnical engineer.
The geotechnical engineer will determine the material's suitability for use as an engineered fill
and develop moisture -density relationships in accordance with the recommendations provided
herein. Samples should be provided to the geotechnical engineer at least 2 to 3 days prior to
their use in the field to allow for the appropriate laboratory testing to be performed.
Mass areas of engineered fill placed within the building and pavement areas should be placed
in lifts not exceeding 8 inches in loose lift thickness and moisture conditioned to within their
working range of optimum moisture content, and compacted to a minimum of 98 percent of their
standard Proctor maximum dry density, as determined in accordance with ASTM D 698.
Similarly, confined areas of engineered fill, such as backfill behind walls or in utility trenches,
should be placed in lifts not exceeding 4 to 6 inches and meet the same compaction criteria.
The moisture content of the fill should be maintained in the soil's working range of optimum,
which is typically plus or minus 3 percent.
The footprint of the proposed building and pavement areas should be well defined during fill
placement. Grade controls should also be maintained throughout the filling operations. Filling
operations should be observed on a full-time basis by an experienced soils engineering
technician to determine that the required degrees of compaction are being achieved. We
recommend that a minimum of one compaction test per 5,000 square feet per lift of fill be
performed within the building footprint and one compaction test per 10,000 square feet per lift of
fill within structural areas outside of the building footprint. The elevation and location of the
tests should be accurately identified at the time of fill placement. Areas which fail to achieve the
required degree of compaction should be re -compacted and re -tested until the required
compaction is achieved. Failing test areas may require moisture adjustments or other suitable
remedial activities in order to achieve the required compaction.
Fill materials should not be placed on frozen soils or frost -heaved soils and/or soils which have
been recently subjected to precipitation. Borrow fill materials should not contain wet or frozen
materials at the time of placement. Wet or frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Excavation and Groundwater Considerations
The alluvial and residual soils encountered within the soil test borings should be excavatable
with conventional earth moving equipment such as loaders, bulldozers, backhoes, etc. Based
upon the boring data, we generally do not anticipate difficult excavation characteristics for mass
excavation or utility trenches.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 10
Groundwater was encountered at depths ranging from about 6 to 14 feet below the ground
surface. Based on our understanding of the project, the groundwater will be approximately 8 to
14 feet below finished site elevations. Therefore, we do not anticipate the encountered
groundwater will impact the proposed construction. Groundwater will be expected to rise
somewhat during winter months, although we would not anticipate typical seasonal fluctuations
of the groundwater table to rise near the elevation of typical shallow foundation and utility
excavations at this site.
Temporary excavations into alluvial and residual soils should have side slopes either braced or
inclined at 1.5(H):1(V). Areas of mass excavation, trenches and pits should meet the
requirements of the most current Occupational Safety and Health Administration (OSHA) 29
CFR Part 1926, "Occupational Safety and Health Standards -Excavations" and should be
properly dewatered as necessary. Based on the boring results, the majority of the soils
encountered during this exploration appear to be OSHA Type B and C soils for the purpose of
temporary excavation support. Regardless, site safety shall be the sole responsibility of the
contractor and his subcontractors.
5.4 Foundation Desian
Provided proper site preparation and earthwork activities are performed as recommended in this
report, the proposed structure can be supported on conventional shallow foundations bearing
on properly evaluated and approved alluvium, and/or new engineered fill. We recommend a
maximum net allowable soil bearing pressure of up to 2,500 psf be used for proportioning
shallow foundations. The net allowable soil bearing pressure refers to that pressure which may
be transmitted to the foundation bearing soils in excess of the final minimum surrounding
overburden pressure. To reduce the possibility of foundation bearing failure and excessive
settlement due to local shear or "punching" failures, we recommend that continuous footings
have a minimum width of 18 inches and that isolated column footings have a minimum lateral
dimension of 24 inches even though the allowable bearing pressure may not be fully developed
in all cases. We recommend the bearing elevation for foundations be a minimum depth of 18
inches below the finished exterior grade to provide adequate frost protection.
The final footing elevation should be evaluated by ECS personnel during construction to verify
that the bearing soils are capable of supporting the recommended net allowable bearing
pressure and suitable for foundation construction. These evaluations should include visual
observations, hand rod probing, and dynamic cone penetrometer (ASTM STP-399) testing in
each column footing excavation and at intervals not greater than 25 feet in continuous footing
excavations. The importance of these evaluations cannot be over -emphasized due to the
presence of moisture -sensitive clayey soils throughout the site.
Due to the moisture -sensitive clayey alluvial soils encountered across the site, there may be the
need for local undercuts or other remedial foundation subgrade repairs in areas where the
bottom of footing subgrade is found to be soft or allowed to become wet. Remedial activities
may include shallow undercutting, stabilization with geosynthetics, or some combination thereof.
We do not recommend undercut excavations be backfilled with open -graded aggregate (such as
No. 57 stone). Engineered fill or densely -graded crushed stone (ABC) should be used as
backfill as directed by ECS at the time of construction.
Exposure to the environment may weaken the soils at the foundation bearing level if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 11
design bearing pressure verified. If the bearing soils are softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the foundation excavation
must remain open overnight, or if rainfall is apparent while the bearing soils are exposed, we
recommend that a 2 to 3-inch thick "mud mat" of "lean" concrete be placed over the exposed
bearing soils for protection before the placement of reinforcing steel.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Provided the recommendations outlined in this
report are strictly adhered to, we expect total post -construction settlements for the proposed
building to be less than 1 inch, while the post -construction differential settlement between
columns or along walls may be approximately '/2 inch or less. This evaluation is based on our
engineering experience and the anticipated structural loadings for this type of building, and is
intended to aid the structural engineer with his design.
It should be noted that we estimate multiple inches of settlement may occur within the
northeastern portion of the site due to the placement of the 10 feet of new engineered fill. We
anticipate that the settlement due to the new fill will occur relatively quickly and will be nearly
complete during the time it takes to place the fill and prepare the subgrade for the
superstructure. Therefore, the settlement indicated in the paragraph above only considers the
structural loads from the building and does not include settlement due to the placement of the
fill. As such, any underground utilities installed prior to mass grading will be subject to
movement resulting from settlement of the underlying soil. This should be considered with
regard to maintaining the integrity of buried structures and piping.
5.5 Concrete Slab -On -Grade
The concrete slab -on -grade for the proposed building may be designed using a modulus of
subgrade reaction (k) value of 110 pci. We recommend the slab -on -grade be underlain by a
minimum of 4 inches of granular material having a maximum aggregate size of 1'/2 inches and
no more than 2 percent fines (i.e., clean sand or washed stone). Prior to placing the granular
material, the floor subgrade soil should be properly compacted, proofrolled, and free of standing
water, mud, and frozen soil. A properly designed and constructed capillary break layer can
often eliminate the need for a moisture retarder and can assist in more uniform curing of
concrete. If a vapor retarder is considered to provide additional moisture protection, special
attention should be given to the surface curing of the slabs to minimize uneven drying of the
slabs and associated cracking and/or slab curling. The use of a blotter or cushion layer above
the vapor retarder can also be considered for project specific reasons. Please refer to ACI
302.1 R04 Guide for Concrete Floor and Slab Construction and ASTM E 1643 Standard Practice
for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under
Concrete Slabs for additional guidance on this issue.
We recommend that the floor slab be isolated from the footings so differential settlement of the
structures will not induce shear stresses on the floor slab. Also, in order to minimize the crack
width of any shrinkage cracks that may develop near the surface of the slab, we recommend
mesh reinforcement as a minimum be included in the design of the floor slab. For maximum
effectiveness, temperature and shrinkage reinforcements in slabs on ground should be
positioned in the upper third of the slab thickness. The Wire Reinforcement Institute
recommends the mesh reinforcement be placed 2 inches below the slab surface or upper one-
third of slab thickness, whichever is closer to the surface. Adequate construction joints,

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 12
contraction joints and isolation joints should also be provided in the slabs to reduce the impacts
of cracking and shrinkage. Please refer to ACI 302.1 R04 Guide for Concrete Floor and Slab
Construction for additional information regarding concrete slab joint design.
5.6 Pavement Considerations
The subgrades for all pavements should be prepared in accordance with the recommendations
in the "Site and Subgrade Preparation" and "Engineered Fill" sections of this report. An
important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or within
the base course layer, softening of the subgrades and other problems related to the
deterioration of the pavement can be expected. Furthermore, good drainage should help reduce
the possibility of the subgrade materials becoming saturated during the normal service period of
the pavement.
We have not been provided with anticipated truck counts or traffic loading as a basis for
pavement thickness design. Therefore, we present the standard minimum pavement sections in
the chart below as a guide based on our past experience with similar projects and subsurface
conditions. Final pavement sections should be designed based on actual anticipated traffic
loading conditions.
The minimum pavement sections below have been developed using AASHTO design guidelines
based on an assumed soaked CBR value of 3 and an anticipated design life of 20 years. These
minimum pavement sections would be considered appropriate for traffic loadings of up to
10,000 ESALs for the light duty pavements and up to 200,000 ESALs for the heavy duty
pavements. Please note that actual or anticipated traffic loadings that are different than those
assumed above may reouire thicker aavement sections.
Material Designation
Light Duty
Asphalt
Pavement
Heavy Duty
Asphalt
Pavement
Portland Cement
Concrete (PCC)
Pavement
Asphalt S 9.513 and/or 1 19.013
2.5 inches
4.0 inches
-
Portland Cement Concrete
-
-
6.0 inches
Aggregate Base Course
6 inches
8 inches
6 inches (optional)
*ECS should be allowed to carefully review these recommendations and make appropriate
revisions based upon the formulation of the final traffic design criteria for the project.
The asphalt concrete surface course materials, asphalt concrete binder course materials, and
underlying aggregate base course materials should conform to the latest edition of the North
Carolina Department of Transportation Standard Specifications. Careful selection of the asphalt
binder and surface course mixes should be made based upon the anticipated traffic conditions
for the facilities.
Front -loading trash dumpsters frequently impose concentrated front -wheel loads on pavements
during loading. This type of loading typically results in rutting and shoving of bituminous
pavements and ultimately pavement failures and costly repairs. Therefore, we recommend that
the pavements in trash pickup areas utilize the Portland Cement Concrete (PCC) pavement
section. The recommended Portland Cement Concrete pavement section is also recommended
within truck loading dock and ramp areas. Appropriate steel reinforcing and jointing should also
be incorporated into the design of all PCC pavement.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 13
5.7 Lateral Earth Pressures
For the design of below -grade retaining walls, the equivalent fluid pressures presented below
can be used to determine lateral earth pressure loads. Please note that the values presented
below are for the existing sandy clay (CL) alluvial soils encountered on -site, or similar material
with a minimum 0' = 260 and a moist unit weight (yw) = 115 pcf. We have also provided values
for granular backfill (such as clean sand or washed stone), should the designer or contractor
elect to use such material.
Table 1 — Lateral Earth Pressure Values
Earth Pressure
Condition
Material Type
Coefficient
Equivalent Fluid Pressure
(pcf)
Sandy Clay (CL)
Ko = 0.56
65
At -Rest
Granular**
Ko = 0.35
40
Sandy Clay (CL)
Ka = 0.39
45
Active
-
Granular"
Ka = 0.21
25
Sandy Clay (CL)
Kp = 2.56
300
Passive
Granular**
--
--
*Assumes functional drainage system behind wall
**For the granular values to be valid, the clean sand or washed stone must extend out from
the base of the wall at an angle of at least 45 and 60 degrees from vertical for the
active/at-rest and passive cases, respectively
The lateral earth pressure values presented in the preceding table assume level backfill behind
the wall, and do not account for hydrostatic pressures against the walls or surcharge loads.
Highly plastic clays and silts (CH and MH) should not be utilized behind below -grade or
retaining walls.
For wall conditions where outward wall movement on the order of '/2 to 1 percent of the wall
height can be tolerated, the "Active" earth pressure should be used. For wall conditions where
wall movement cannot be tolerated or where the wall is restrained at the top, such as basement
walls, the "At Rest" earth pressure should be used.
Resistance to sliding can be provided by friction between the bottom of the wall foundation and
the underlying soils. If passive resistance of the soil adjacent to the wall foundation is to be
relied upon to resist sliding, the footings should have a minimum lateral clearance from the
downhill face of any slope of at least 1.5 B, and should only be used in situations where the soil
adjacent to the toe of the wall will not be eroded or otherwise removed in the future. Passive
resistance values based on granular fills should not be used to resist sliding. A coefficient of
friction of 0.4 for concrete bearing on approved alluvial soils or new engineered fill is
recommended. All retaining walls should be designed for a minimum factor of safety of 1.5
against sliding and overturning.
Drainage behind freestanding retaining walls is considered essential towards relieving
hydrostatic pressures. Drainage can be established by providing a perimeter drainage system

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 14
located just above the below grade/retaining wall footings which discharges by gravity flow to a
suitable outlet. This system should consist of "perforated pipe" or "porous wall", closed -joint
drain lines. These drain lines should be surrounded by a minimum 6 inches of free -draining,
granular filter material having a gradation compatible with the size of the openings utilized in the
drain lines and the surrounding soils to be retained, or by gravel wrapped in filter fabric. The
space between the interior face of the wall and the earth fill should be backfilled with at least
12 inches of granular fill of porous quality or better extending from the perimeter drainage
system to just below the top of the wall. The ground surface adjacent to the below -grade walls
should be kept properly graded to prevent ponding of water adjacent to the walls.
As an alternative to the recommended granular porous backfill against the back of the wall, a
suitable pre -fabricated composite drainage board could be utilized. These materials should be
covered with a filter fabric having an equivalent opening size (EOS) consistent with the size of
the soil to be retained. The drainage board should be placed in accordance with the
manufacturer's recommendations and connected to a drainage system that discharges beyond
the wall.
5.8 Seismic Site Class Determination
The 2012 North Carolina Building Code (NCBC) requires that a seismic Site Class be assigned
for the new building. The method for determining the Site Class is presented in Section
1613.5.2 of the NCBC. The seismic Site Class is typically determined by calculating a weighted
average of the N-values or shear wave velocities recorded in test borings or in cone penetration
test soundings to a depth of 100 feet. Based upon our boring data, we have calculated a
weighted average N-value of 43 which corresponds to a seismic Site Class "D".
5.9 Site Drainage
Due to the moisture -sensitive nature of the clayey alluvial soils, final site drainage will be very
important for the proposed construction, and should be carefully evaluated. Positive drainage
should be provided around the perimeter of the building structure both during and after
construction to minimize the potential for moisture infiltration into the foundation and/or
subgrade soils. We recommend that landscaped areas adjacent to these structures be sloped
away from the construction and maintain a fall of at least 6 inches for the first 10 feet outward
from the structures. Similarly, roof drains should drain a sufficient distance from the building
perimeter or discharge directly into below -grade storm water piping. The parking lots,
sidewalks, and other paved areas should also be sloped to divert surface water away from the
proposed building.
5.10 Construction Considerations
Due to the fine-grained alluvial soils encountered across the site, which are moisture sensitive,
it will be important to maintain good site drainage during earthwork operations to help maintain
the integrity of the surface soils. The surface of the site should be kept properly graded and
sloped to enhance drainage of surface water away from the proposed construction areas and
soil stockpiles during the earthwork phase of this project. We recommend that surface drainage
be diverted away from the proposed building areas without significantly interrupting its flow.
Other practices would involve protecting soil stockpiles from inclement weather with tarps or
plastic sheeting, and sealing the exposed subgrades with a smooth -drum roller at the end of the
day's work to reduce the potential for infiltration of surface water into the soils. In addition,
construction equipment cannot be permitted to randomly run across the site, especially once the

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 15
desired final grades have been established. Construction equipment should be limited to
designated lanes and areas, especially during wet periods to minimize disturbance of the site
subgrades. Once the mass grading has been completed, a sacrificial layer of well -graded
crushed stone may be considered across the building pad and pavement areas to protect the
subgrade from the deteriorating effects of inclement weather and construction traffic.
The key to minimizing disturbance problems with the soils is to have proper control of the
earthwork operations. Specifically, it should be the earthwork contractor's responsibility to
maintain the site soils within a workable moisture content range to obtain the required in -place
density and maintain a stable subgrade. Scarifying and drying operations should be included in
the contractor's price and not be considered an extra to the contract.

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Acadia Spec Building
Mills River, North Carolina
ECS Project No. 31-2765-A
Page 16
6.0 CLOSING
Our evaluation of foundation support conditions has been based on our understanding of the
site and project information and the data obtained in our exploration. The general subsurface
conditions utilized in our foundation evaluation have been based on interpolation of subsurface
data between the borings. In evaluating the boring data, we have examined previous
correlations between penetration resistance values and foundation bearing pressures observed
in soil conditions similar to those at your site. If the project information is incorrect or if the
structure location (horizontal or vertical) and/or dimensions are changed, please contact us so
that our recommendations can be reviewed. The client should provide ECS the final design and
construction documents to help confirm that our geotechnical recommendations have been
correctly interpreted. The discovery of any site or subsurface conditions during construction
which deviate from the data outlined in this exploration should be reported to us for our
evaluation. The assessment of site environmental conditions for the presence of pollutants in
the soil and groundwater of the site was beyond the scope of this geotechnical exploration.
ECS has performed a Phase I environmental site assessment which will be forwarded under
separate cover.

APPENDIX
Boring Location Diagram
Unified Soil Classification System
Reference Notes for Boring Logs
Boring Logs B-1 through B-9
Laboratory Testing Summary

NOT TO SCALE
bdn�r /tip Yr M
1
LIZ-
B-4
1
ti
B-7
4 1
y - B-3
as W2ia 3ANlodGdoae
A
f
SITE STWY
BORING LOCATION DIAGRAM ADAPTED FROM GOOGLE EARTH IMAGERY AND SITE STUDY BY AITON ANDERSON ARCHITECTURE
BORING LOCATION DIAGRAM
LEGEND
E(7!1,*q ACADIA SPEC BUILDING
B-1 APPROXIMATE BORING LOCATION BROADPOINTE INDUSTRIAL PARK
MILLS RIVER, NORTH CAROLINA
ECS PROJECT NO. 31-2765-A

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major Divisions
Group
Symbols
Typical Names
Laboratory Classification Criteria
Well -graded gravels, gravel -
GW
sand mixtures, little or no
w
Cu = D60/D10 greater than 4
>
fines
o
C� = (D30)2/(D1oxD60) between 1 and 3
N
';
O _
N
o a�
c °' .
a3
Poorly graded gravels,
m N
(D J
GP
gravel -sand mixtures, little or
m
Not meeting all gradation requirements for GW
w (DU
no fines
N (D
a�
N
N
N
U
0
`6 O
d
aD
(D
z°
O.LD
w
c o
GM'
Silty gravels, gravel -sand
w
Atterberg limits below "A" line
oE
mixtures
>
or P.I. less than 4
Above "A" line with P.I.
o
as aD
�'
a� a�
°'
9N
between 4 and 7 are
`�
o Ep
`o `�
w
u
ai o
borderline cases requiring
z°
>_FD C.)w
N �°
I use of dual symbols
N
N (D
U E
O ?
GC
Clayey gravels, gravel -sand-
O
N
Atterberg limits below "A" line
(D a�
clay mixtures
or P.I. less than 7
w
o
SW
Well -graded sands, gravelly
o E s
Cu = D60/D10 greater than 6
o
c
sands, little or no fines
�' �
c
C� _ (D30)2/(D1oxD60) between 1 and 3
U M
>_
.N
0
N O
C O C
> ,O U N
a3 (n a)
C.)N
SP
Poorly graded sands, gravelly
Not meeting all gradation requirements for SW
(D
m �'
=�
ai U) C.)
w a�
c�
sands, little or no fines
o>
O O(D
o
`O
c o o
0
d
0° C� C� Co
m N
M o z
w
m m
o
SMa
Silty sands, sand -silt mixtures
m 0
Atterberg limits above "A" line
i
w E
c o ° a) P
or P.I. less than 4
Limits plotting in CL-ML
°'
T a
u
2° m a c--
zone with P.I. between 4
o f
N 0 .5
Q o
and 7 are borderline
u,
�
�':N m Q
cases requiring use of
cn 0-
c m N
dual symbols
QSC
Clayey sands, sand -clay
D Q 5 w a)o
Atterberg limits above "A" line
mixtures
o (D�' (D ° -
with P.I. greater than 7
Inorganic silts and very fine
ML
sands, rock flour, silty or
Plasticity Chart
clayey fine sands, or clayey
r
silts with slight plasticity
>
C.) N
°
60
Inorganic clays of low to
c
a3 "
CL
medium plasticity, gravelly
o
° .�
clays, sandy clays, silty clays,
"A"
line
N
lean clays
50
Organic silts and organic silty
�
d
OL
clays of low plasticity
40
CH
.o
Inorganic silts, micaceous or
7a
CL
m
MH
diatomaceous fine sandy or
30
c E
u)
silty soils, elastic silts
N m
CH
Inorganic clays of high
� n
U Y
c cu �
20
p
Han
I OH
plasticity, fat clays
E
10
m
In o
OH
Organic clays of medium to
Lan
OL
d
high plasticity, organic silts
p
0
0 10 20 30 40 50 60 70 80 90 100
m 'u)
Pt
Peat and other hi hl or anic
highly 9
Liquid Limit
_rna,0
2 0 w
soils
a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when
L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.
b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel -sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

REFERENCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2-inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
A. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders
8 inches or larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
'/2 to 1 inch
Fine
'/4 to inch
Sand
Coarse
2.00 mm to'/4 inch (dia. of lead pencil)
Medium
0.42 to 2.00 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 (particles cannot be seen)
B. Cohesive Soils (Clay, Silt, and Combinations)
Unconfined
Degree of
Plasticity
Blows/ft
Consistency
Comp. Strength
Plasticity
Index
Qp (tsf)
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8 — 22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling 0 Est. Groundwater Level 8 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

Minkles LLC 2765-A
PROJECT NAME ARCHITECT -ENGINEER
Acadia Spec Building
SITE LOCATION
Mills River North Carolina
NORTHING EASTING STATION
Z
z
DESCRIPTION OF MATERIAL
LL
w
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2052
a
w
w
�
w
�
w
00
w
0
¢
¢
¢
w
(CL) ALLUVIAL SANDY LEAN
Brown to Light Gray and Brown,
S-1
SS
18
14
Medium Stiff to Stiff
S-2 SS 18 11
5
S-31SS1 181 8
S-4 SS 18 11
10
B-1
ENGLISH UNITS
LOSS OF CIRCULATION 2WZ
c2 F
w
J ZO
W Q
w
_
n
a w
w
O
m
CLAY, Orangish
Moist to Wet,
2
2050
2
3
4
5
8
—
4
2045
s
2
3
9
(SM) SILTY FINE TO MEDIUM SAND, Contains
S-5 SS 18 11 Mica, Dark Gray, Wet, Dense
J END OF BORING @ 15.00'
20
25
30
2040
9
16
16
2035
2030
2025
SHEET 0
1 OF 1
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 A
® STANDARD PENETRATION
BLOWS/FT
0
22 — :—zY43
24.2
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) 6.00 1 WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 10.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Minkles LLC
2765-A
I B-2
1 OF 1
ECR
PROJECT NAME
ARCHITECT -ENGINEER
Acadia Spec Building+:
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Mills River North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
-
z
LIMIT% CONTENT% LIMIT%
u A
O
0-
_-
;
BOTTOM OF CASING LOSS OF CIRCULATION %Z
W
J ZO
LL
F
o
W
SURFACE ELEVATION 2058
a
W
W
W
OO
w >
0
® STANDARD PENETRATION
o
co
co
co
O
w
IQBLOWS/FT
(CL) ALLUVIAL SANDY LEAN CLAY, Orangish
Brown, Moist, Medium Stiff
S-1
SS
18
10
3
2
5 21.0♦
3
2055
: 19
(CL) ALLUVIAL SANDY LEAN CLAY, Trace
S-2
SS
18
5
Gravel, Orangish Brown, Moist, Very Stiff
10
13
5
6
(SM) ALLUVIAL SILTY FINE TO MEDIUM
S-3
SS
18
8
SAND, Trace Gravel, Dark Brown and Dark
a
$
Gray, Moist, Loose
e
2050
(SM) SILTY FINE TO MEDIUM SAND, Contains
S-4
SS
18
12
Slight Mica, Light Gray and White to Brown,
e
a
14
Moist, Medium Dense to Dense
6
10
2045
S-5
SS
18
10
14
15
20
END OF BORING @ 15.00'
2040
20
2035
25
2030
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑
BORING STARTED 02/06/15
WL(BCR) WL(ACR)
BORING COMPLETED 02/06/15
CAVE IN DEPTH @ 11.00'
WL
RIG 45C Tk. FOREMAN Baker Jordan
DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET
Minkles LLC 2765-A B-3 1 OF 1
PROJECT NAME ARCHITECT -ENGINEER ECR
Acadia Spec Building+:
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Mills River North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
Z
z
DESCRIPTION OF MATERIAL
LL
w
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2058
a
w
�
w
�
w
�
w
OO
w
0
¢
¢
¢
w
(CL) ALLUVIAL SANDY LEAN
Brown, Moist, Medium Stiff to S
S-1
SS
18
14
S-2ISS1 181 15
5
(ML) ALLUVIAL SANDY SILT,
S-3 SS 18 18 Soft
(ML) ALLUVIAL SANDY SILT,
S-4 SS 18 g Light Gray and Black, Wet, Ver
10
ENGLISH UNITS PLASTIC WATER LIQUID
c LIMIT% CONTENT% LIMIT%
y
w
LOSS OF CIRCULATION 1W J ZO _
W Q n
w
a w O
w IQCLAY, Dark
tiff 3
z 5
3
2055
4
4 1
6
Light Gray, Wet,
z /
z ❑i
z 4
Trace Gravel, 2050
Stiff 6
6
14
(SM) SILTY FINE TO MEDIUM SAND, Contains
Mica, Dark Gray and White, Wet, Medium 2045
Dense 11
S-5 SS 18 11 11
15 END OF BORING @ 15.00' 12
2040
20
2035
25
2030
30
® STANDARD PENETRATION
BLOWS/FT
32.14
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) 11.50 1 WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 11.50'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA
(SM) SILTY FINE TO MEDIUM SAND, Contains
Mica, Dark Gray and White, Wet, Medium 2045
Dense 11
S-5 SS 18 11 11
15 END OF BORING @ 15.00' 12
2040
20
2035
25
2030
30
® STANDARD PENETRATION
BLOWS/FT
32.14
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) 11.50 1 WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 11.50'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 0
Minkles LLC 2765-A B-4 1 OF 1 JjfC7'!'
-
PROJECT NAME ARCHITECT -ENGINEER
Acadia Spec Building�-
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Mills River North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
Z
z
DESCRIPTION OF MATERIAL
LL
W
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2058
a
W
W
�
W
�
W
OU
W
0
¢
¢
¢
W
(CL) ALLUVIAL SANDY LEAN
Brown, Moist, Soft
S-1
SS
18
12
(ML) ALLUVIAL SANDY SILT, Orangish Brown
S-2 SS 18 4 and Light Gray, Moist, Stiff
5
S-31SS1 181 10
(SM) SILTY FINE TO MEDIUM SAND, Contains
S-4 SS 18 Mica, Light Gray and Orangish Brown, Wet,
H
10 Loose to Medium Dense
S-5 SS 18 7
15
S-6SS 1 18 9
20
25
30
END OF BORING @ 20.00'
ENGLISH UNITS
PLASTIC WATER LIQUID
c2 F
LIMIT% CONTENT% LIMIT%
LOSS OF CIRCULATION 1WZ
W
ZO
�i n
J
_
F
W j
® STANDARD PENETRATION
a W
O
BLOWS/FT
W m
CLAY, Orangish
z
z
z
2055
4
4 i
5
4
4 1
6
2050
3
4 8
4
— 2045
3
z
3
2040I3
4 11
7
2035
2030
38.5♦:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) 12.00 1 WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 12.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
0
Minkles LLC
2765-A
B-5
1 OF 1
JjfC7'!' -
PROJECT NAME
ARCHITECT -ENGINEER
Acadia Spec Building�-
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Mills River North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
-
z
F
LIMIT% CONTENT% LIMIT%
n
O
a
F
_-
BOTTOM OF CASING 10 LOSS OF CIRCULATION 1WZ
W
J 0
X
LL
o
W
SURFACE ELEVATION 2069
a
W
W
W
OU
w >
0
® STANDARD PENETRATION
o
co
co
co
O
w
IQBLOWS/FT
(CL) ALLUVIAL SANDY LEAN CLAY, Orangish
Brown, Moist, Medium Stiff
4
S-1
SS
18
18
2
21.4♦
4
6
5
(CL) ALLUVIAL SANDY LEAN CLAY, Trace
S-2
SS
18
14
Gravel, Orangish Brown and Light Gray, Moist,
2065
4
Very Hard
ry
38
5-
26
S-3
SS
18
11
29
30
2060
10
9:
(SM) SILTY FINE TO MEDIUM SAND, Contains
S�
SS
18
18
Mica, Light Orangish Brown and Light Gray,
10
Wet, Loose
e
2055
e
4
10
S-5
SS
18
11
15
6
END OF BORING @ 15.00'
2050
20
2045
25
2040
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑
BORING STARTED 02/06/15
WL(BCR) WL(ACR)
BORING COMPLETED 02/06/15
CAVE IN DEPTH @ 10.00'
WL
RIG 45C Tk. FOREMAN Baker Jordan
DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 0
Minkles LLC 2765-A B-6 1 OF 1 JjfC7'!'
-
PROJECT NAME ARCHITECT -ENGINEER
Acadia Spec Building�-
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Mills River North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
Z
z
DESCRIPTION OF MATERIAL
LL
W
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2056
a
W
W
:5:5OU
W
W
W
0
¢
¢
¢
W
(CL) ALLUVIAL SANDY LEAN
and Light Gray, Moist, Medium
S-1
SS
18
11
S-2 SS 18 15
5
S-3 SS 1 18 6
(SM) ALLUVIAL SILTY FINE SAND, Light Gray,
S-4SS 1 18 11 Wet, Loose
10
S-51SS1 181 10
15
20
25
30
ENGLISH UNITS
PLASTIC WATER LIQUID
c2 F
LIMIT% CONTENT% LIMIT%
LOSS OF CIRCULATION 1WZ
W
ZO
�i n
J
_
F
W j
® STANDARD PENETRATION
a W
O
BLOWS/FT
W m
CLAY, Brown
Stiff to Stiff 2055 3
2 6-(
4
4
6
2050 4
6
6
4
5 1
5
2045
(SM) SILTY FINE SAND, Contains Mica, Dark
Orangish Brown, Wet, Loose
4
4 1
6
END OF BORING @ 15.00'
2040
2035
2030
21.1
19
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) 11.00 1 WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 11.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET
Minkles LLC 2765-A B-7 1 OF 1
PROJECT NAME ARCHITECT -ENGINEER ECR
Acadia Spec Building+:
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Mills River North Carolina
NORTHING EASTING STATION ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
Z
z
DESCRIPTION OF MATERIAL
LL
W
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2062
a
W
�
W
�
W
�
W
OO
W
0
¢
¢
¢
W
(CL) ALLUVIAL SANDY LEAN
Gravel, Dark Gray, Wet, Mediu
(CL) ALLUVIAL SANDY LEAN CLAY, Trace
S-2 SS 18 H
Gravel, Orangish Brown and Dark Gray, Moist,
5 Hard to Very Stiff
S-3 1 SS 1 18 1 16
10
S-4 SS 18 3
ENGLISH UNITS PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
W u A
LOSS OF CIRCULATION 1WZ J ZO _
F
W > ® STANDARD PENETRATION
a W O BLOWS/FT
m
W IQCLAY, Trace
Stiff 2
2060 3 3 6 6
s
21
10
6
2055 $
11
(SM) SILTY FINE TO MEDIUM SAND, Contains 2050
Significant Mica, Black and Dark Gray, Moist,
Loose 8
7 5 1
5
15
END OF BORING @ 15.00'
2045
20
2040
25
2035
30
Ii]
E
0
21.2
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 10.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA
m
W IQCLAY, Trace
Stiff 2
2060 3 3 6 6
s
21
10
6
2055 $
11
(SM) SILTY FINE TO MEDIUM SAND, Contains 2050
Significant Mica, Black and Dark Gray, Moist,
Loose 8
7 5 1
5
15
END OF BORING @ 15.00'
2045
20
2040
25
2035
30
Ii]
E
0
21.2
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 10.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

I.LICIVI JVCS9 CSV KIIV I�iF
Minkles LLC 2765-A B-8
PROJECT NAME ARCHITECT -ENGINEER
Acadia Spec Building
SITE LOCATION
Mills River North Carolina
NORTHING EASTING STATION
Z
z
DESCRIPTION OF MATERIAL
LL
w
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2067
a
w
w
:5:500
w
w
w
0
¢
¢
¢
w
(CL) ALLUVIAL SANDY LEAN
Gravel, Orangish Brown and Li
S-1
SS
18
10
Stiff to Very Stiff
S-2 SS 18 18
5
S-3 SS 18 14
ENGLISH UNITS
LOSS OF CIRCULATION 1WZ
ght
c2 F
w
J ZO
W Q
w
_
n
a w
w
O
IQCLAY,
Trace
Gray, Moist,
4
2065
4
io
5
6
9
5
2060
8
10
(SM) SILTY FINE SAND, Contains Mica, Light
S-4 SS 18 H Brown, Wet, Medium Dense
10
S-5 SS 18 12
15
20 S-6 SS 18 18
END OF BORING @ 20.00'
25
30
5
6
SHEET 0
1 OF 1
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 A
® STANDARD PENETRATION
BLOWS/FT
1.4-0♦16.9
0
F
— 2055
W_ 3
_= 5 11
6
— 2050
_ 5
_ 9 1
9
2045
2040
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) WL(ACR) 14.00 BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 15.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

Minkles LLC 2765-A
PROJECT NAME ARCHITECT -ENGINEER
Acadia Spec Building
SITE LOCATION
Mills River North Carolina
NORTHING EASTING STATION
Z
z
DESCRIPTION OF MATERIAL
LL
w
a
F
F
o
;
BOTTOM OF CASING
SURFACE ELEVATION 2062
a
w
w
:5:5OO
w
w
w
0
¢
¢
¢
w
(CL) ALLUVIAL SANDY LEAN
Gravel, Orangish Brown and Li
S-1
SS
18
8
Medium Stiff to Stiff
S-2 SS 18 13
5
S-3 1 SS 1 18 1 11
ENGLISH UNITS
LOSS OF CIRCULATION W
ght
c2 F
w
J ZO
W Q
w
_
n
a w
w
O
IQCLAY,
Trace
Gray, Moist,
5
2060
5
5
4
6
6
4
2055
5
(SM) SILTY FINE SAND, Contains Mica, Light
S-4 SS 18 H Brown to Dark Brown, Wet, Medium Dense to
10 Dense
15 S-5 SS 18 10
END OF BORING @ 15.00'
20
25
30
5
6
7
2050
11
16
16
2045
2040
2035
SHEET
1 OF 1Ec"R
CALIBRATED PENETROMETER TONS/FT'
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 A
® STANDARD PENETRATION
BLOWS/FT
0
31.0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL WS ❑ WD ❑ BORING STARTED 02/06/15
WL(BCR) WL(ACR) BORING COMPLETED 02/06/15 CAVE IN DEPTH @ 10.00'
WL RIG 45C Tk. FOREMAN Baker Jordan DRILLING METHOD HSA

Laboratory Testing Summary
Page I of I
Sample
Source
Sample
Number
Depth
(feet)
MC1
M
Soil
Type2
Atterberg Limits3
Percent
Passing
No.200
Sieve4
Moisture - Density (Corr.)5
CBR
Value6
Other
LL
PL
PI
Maximum
Density
(pcf)
Optimum
Moisture
M
B-1
S-1
1.00 - 2.50
24.2
CL
43
22
21
57.4
B-2
S-1
1.00 - 2.50
21.0
CL
B-3
S-3
6.00 - 7.50
32.1
ML
58.9
B-4
S-4
8.50 - 10.00
38.5
SM
B-5
S-1
1.00 - 2.50
21.4
CL
B-6
S-2
3.50 - 5.00
21.1
CL
34
19
15
54.1
B-7
S-2
3.50 - 5.00
21.2
CL
B-8
S-1
1.00 - 2.50
16.9
CL
B-9
S-2
3.50 - 5.00
31.0
CL
N otes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method
Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)
Project No. 2765-A
Project Name: Acadia Spec Building
PM: Montana K. Foulke
PE: Matthew S. Fogleman
Printed On: Monday, February 16, 2015
ECS CAROLINAS, LLP
1900 Hendersonville Road, Suite 10
Asheville, NC 28803
Phone: [phone]
0 Fax: [phone]
ry