SWA000212_Soils/Geotechnical Report_20230706

i
I
Report of Subsurface Exploration Services
Banner Elk Hotel - Added Parking Area
Banner Elk, North Carolina
S&ME Project No. 1558-20-071
PREPARED FOR:
Commercial Reality Advisors, LLC
751 West Fourth Street, Suite 310
Winston-Salem, North Carolina 27101
PREPARED BY:
S&ME, Inc.
8646 West Market Street, Suite 105
Greensboro, North Carolina 27409
May 4, 2021

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P I illr
May 4, 2021
Commercial Reality Advisors, LLC
751 West Fourth Street, Suite 310
Winston-Salem, North Carolina 27101
Attention: Mr.Jack Reece
Reference: Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071
NC PE Firm License No. F-0176
Dear Mr. Reece:
S&ME, Inc. (S&ME) has completed subsurface exploration services for the added parking area for the planned
hotel project in Banner Elk, North Carolina. The exploration was performed in general accordance with S&ME
Proposal 1558-20-071 (CO1) dated March 9, 2021. The purpose of the services was to explore general subsurface
conditions within the proposed development area and evaluate those conditions with regard to site grading and
construction. S&ME previously prepared a Report of Subsurface Exploration Services for the nearby planned hotel
structure (report dated February 12, 2021).
S&ME appreciates the opportunity to provide geotechnical engineering services for this added parking lot area. If
you have questions or need additional information regarding this report, please call us at [phone].
Sincerely,
011111//0
S&ME, Inc. ?D.%)FESS/46y.yam.
.4 SEAL Ili.? —
• 30037
Stephen W. Lacz, P.E. Mark Stephenson
Project Manager/Geotechnical Group Leader Geotechnical Staff Professional
Registration No. 030037
Reviewed by Matt Moler, P.E.
SL/MS/MM/wj
S&ME, Inc.18646 West Market Street,Suite 105 I Greensboro, NC 27409 I p 336.288.7180 I www.smeinc.com

Report of Subsurface Exploration Services
Banner Elk Hotel -Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071II 1
Table of Contents
1.0 Project and Site Information 1
2.0 Exploration Procedures 1
2.1 Field 1
2.2 Laboratory 2
3.0 Regional Geology 2
4.0 Site Conditions 3
4.1 Surface Conditions 3
4.2 Existing Fill 4
4.3 Residuum 4
4.4 Partially Weathered Rock and Auger Refusal Materials 4
4.5 Groundwater 5
5.0 Evaluation 5
6.0 Site Earthwork Recommendations 5
6.1 Previously Graded Sites 5
6.2 Site Preparation 5
6.3 Excavation 5
6.4 Fill Material 6
6.5 Cut and Fill Slopes 6
6.6 Potential Subgrade Deterioration and Repair 6
7.0 General Pavement Thickness Recommendations 6
8.0 Limitations of Report 7
Insert: Important Information About Your Geotechnical Report
May 4, 2021

Report of Subsurface Exploration Services
Banner Elk Hotel -Added Parking ditr
Banner Elk, North Carolina II
I
S&ME Project No. 1558-20-071
illIk
Appendices
Appendix I-Figures
Appendix II-Boring Information
Appendix III-Laboratory Information
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071 I I
1.0 Project and Site Information
Project information was based on the following information:
An e-mail from Jack Reece with Commercial Realty Advisors, LLC (CRA) to Stephen Lacz with S&ME on
March 5, 2021. The e-mail included an image of the parcel.
Review of Google Earth aerial imagery and Avery County GIS web map information.
A site visit by Mark Stephenson on March 23, 2021.
Review of previous S&ME borings for project 1558-20-071 dated February 12, 2021.
We understand that CRA is planning to construct an added parking .r
area in conjunction with a proposed four-story hotel southeast of _ •
the intersection of NC Highway 105 and Tynecastle Highway in � ., "�� \ Added
Banner Elk, North Carolina (Figure 1 —Site Vicinity Plan in Appendix "K` ' Parking
I). The added parking will be located in a parcel northeast of Lowes V--� Y..
Foods as shown to the right.
At this time, detailed grading information has not been provided. !/'
Based on observations during a previous site visit, the property lo"
slopes slightly from the east to the west and is grass-covered. Site - Hotel "- - -
elevations range from approximately 4030 around the perimeter to -•:. 1 ; ;
about 4036 feet in the eastern center of the proposed area. CRA
requested four borings be performed in the additional parking area
for use in design of the lot by others.
Assumptions
In developing the proposed scope of services, we made the following assumptions:
Maximum cuts and fills of up to 2 feet will be required to reach design grades in the additional parking
area.
Traffic conditions will be limited to automobiles and occasional light to heavy trucks.
2.0 Exploration Procedures
2.1 Field
Four soil test borings (P-1 through P-4) were conducted at the approximate locations indicated on the Boring
Location Plan (Figure 2 in Appendix I)within the planned additional parking area. The borings were located in the
field using existing site features as reference.
The borings were conducted using a CME 45 track-mounted drill rig equipped with an automatic hammer. Hollow
stem, continuous flight augers were used to advance the borings to termination depths of 10 to 15 feet below
existing grade. Standard Penetration Tests (SPT) were performed in the borings at 2.5-foot intervals in the top 10
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina s
S&ME Project No. 1558-20-071 I I
feet, then at 5-foot intervals thereafter, in general accordance with ASTM D 1586 to provide an index for
estimating strength parameters and relative consistency of subsurface soils.
Groundwater measurements were attempted after drilling was completed in each of the test borings. After
completion of water level measurements, the boreholes were backfilled with auger cuttings and a commercial hole
closure device placed near the ground surface.
2.2 Laboratory
Once the samples were received in our laboratory, a geotechnical staff professional visually examined each sample
to estimate the distribution of grain sizes, plasticity, organic content, moisture condition, color, presence of lenses
and seams, and apparent geological origin. The results of the classifications as well as the field test results can be
observed on the Boring Logs in Appendix II. The soils were classified using the Unified Soil Classification System
(USCS). Similar soils were grouped into strata on the logs. The strata contact lines represent approximate
boundaries between the soil types; the actual transition between the soil types in the field may be gradual in both
the horizontal and vertical directions.
Atterberg limits (ASTM D 4318), grain size analysis (ASTM D 422 without hydrometer), and natural moisture
content tests (ASTM D 2216) were performed on selected samples. Results of the laboratory tests are presented
in Appendix III.
3.0 Regional Geology
The Geologic Map of North Carolina (1985) indicates the site is in the Blue Ridge Physiographic Province. The
bedrock in this region is a complex crystalline formation that has been faulted and contorted by past tectonic
movements. The rock has weathered to residual soils which form the mantle for hillsides and hilltops. The typical
residual soil profile in areas not disturbed by erosion or the activities of man consists of clayey silts and silty sands.
Soils typically become less clayey and more sandy with depth. There may be also be colluvial (old land-slide)
material on slopes.
More specifically, the site is in the Grandfather Mountain Formation of the Western Blue Ridge terrane. This is one
of the most geologically complicated areas of the state and is likely composed of several geologic terranes.
Generally, the Western Blue Ridge includes rocks that have always been associated with ancient North America
(known as Laurentia by geologists). This mountainous region is composed of a group of over one billion-year-old
gneisses and the younger sedimentary rocks that were deposited on top of them. This complex mixture of
igneous, sedimentary, and metamorphic rock has repeatedly been squeezed, fractured, faulted, and folded. The
formation generally contains metasiltstone and locally contains thin bedded iron-bearing dolomitic marble;
interlayered with phyllite, metagraywacke, and meta-arkose.
The boundary between soil and rock is not sharply defined. This transitional zone termed "partially weathered
rock" is normally found overlying the parent bedrock. Partially weathered rock is defined for engineering
purposes as residual material that can be penetrated by the drilling rig augers and has standard penetration test
blow counts in excess of 50 blows for six inches or less of sampler penetration. Weathering is facilitated by
fractures,joints, and by the presence of less resistant rock types. Consequently, the profile of the partially
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Report of Subsurface Exploration Services R-
._
Banner Elk Hotel —Added Parking III
Banner Elk, North Carolina III
S&ME Project No. 1558-20-071
weathered rock and hard rock is quite irregular and erratic, even over short horizontal distances. Also, it is not
unusual to find lenses and boulders of hard rock and zones of partially weathered rock within the soil mantle, well
above the general bedrock level.
4.0 Site Conditions
The generalized subsurface conditions within the proposed added parking area are described below. A
Generalized Subsurface Profile (Figure 3) is included in Appendix I to graphically summarize subsurface conditions
encountered in the borings. Ground surface elevations shown on the boring logs and Generalized Subsurface
Profile were interpolated from provided topographic information and should be considered approximate. For
more detailed descriptions and stratifications at a particular boring location, the Boring Logs in Appendix II should
be consulted.
4.1 Surface Conditions
The proposed added parking area has been previously graded and is an open, grass-covered area bounded on
the west by a fill slope, on the north by a fill slope contained at its base by a block retaining wall, and on the west
by the parking lot of the Lowes store.
All of the borings encountered a layer of topsoil ranging from 2 to 3 inches in thickness. Representative photos of
general site conditions are shown below.
Jf
t •
View looking south-southwest with fill slope at left. View looking west along north side of the site.
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Report of Subsurface Exploration Services _ill,
Banner Elk Hotel —Added Parking iiiir
Banner Elk, North Carolina IIIIIII
S&ME Project No. 1558-20-071
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, ,,.,• ,,...„ . 4,110 - / ,,...--' r'S••7.- .."....",•%,„ ----N••••„-.Z.•-",+ --4••••:N.• 1 ../JI:Ar.
1:
View east along north side with slope and retaining wall. View looking north along west side of site.
4.2 Existing Fill
Existing man-placed fill soils were encountered underlying the topsoil in the borings. The fill extended to the
termination depth of 10 feet in borings P-1, P-2, and P-4, and to a depth of 12 feet in boring P-3. The fill material
consisted of sandy silt (Unified Soil Classification System (USCS) of ML). Standard Penetration Test (SPT) values in
the fill ranged from 6 to 12 blows per foot (bpf). In general, fill soils with consistent SPT values of 8 bpf or higher
typically indicate adequate compaction was achieved.
Atterberg limits testing of the near surface fill soil at P-1 and P-3 indicated liquid limits of 43 and 42 percent,
plastic limits of 37 percent, and plastic indices of 6 and 5 percent. These Atterberg limit values indicate the soils
are low plasticity sandy silts (ML). Grainsize analysis testing of the soil in the upper 3 feet at P-2 indicated 7.4
percent gravel, 17.3 percent sand, and 75.3 percent silts and clay. Moisture contents for soils tested ranged from
22.7 to 32.8 percent and appear to be at or above compactable levels.
4.3 Residuum
Residual soil resulting from the in-place weathering of underlying bedrock was encountered underlying the
existing fill soils at boring P-3 at a depth of about 12 feet and extending to the boring termination depth of 15
feet. Residual soil encountered in the boring consisted of sandy silt (ML)with an SPT value of 12 bpf.
4.4 Partially Weathered Rock and Auger Refusal Materials
Partially Weathered Rock (PWR) is defined for engineering purposes as residual material that can be penetrated
with drill rig augers and has standard penetration resistance values in excess of 50 blows for 6 inches of
penetration. Partially weathered rock was not encountered in the borings to the depths explored.
Auger refusal is defined as material that could not be penetrated by the drill equipment used on the project.
Auger refusal material may consist of obstructions, boulders, rock ledges, lenses, or the top of parent rock. Auger
refusal material was not encountered in the borings to the depths explored.
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071 I I
4.5 Groundwater
Groundwater measurements were attempted in all borings at the time of drilling. Water was not encountered in
the borings at the time of drilling to the depths explored.
5.0 Evaluation
Based on the subsurface conditions encountered in the borings and our understanding of the planned parking lot
development, the site is generally adaptable for the proposed development.
6.0 Site Earthwork Recommendations
The following paragraphs present our recommendations for site preparation and grading. When reviewing these
recommendations, please note that deteriorated subgrades due to adverse weather can develop during
construction. Such conditions, if encountered, can best be handled by engineering evaluations made in the field
during construction.
6.1 Previously Graded Sites
Our experience with previously graded sites indicates unexpected conditions often exist between soil test boring
locations. These may include active or abandoned utility lines, areas of low consistency fill, buried debris, and
others. Such conditions, if encountered, can be handled by engineering evaluations at the time of construction.
6.2 Site Preparation
In the proposed added parking area, the topsoil should be removed. Once excavations are made to achieve final
subgrade elevations and in areas to receive new fill, subgrades should be evaluated by the project Geotechnical
Engineer(or his/her representative) by proofrolling with a loaded dump truck or similar pneumatic tire vehicle
(minimum loaded weight of 20 tons) to identify unstable soils requiring remediation.
If possible, the proofrolling procedure should consist of two complete passes of the equipment over the
subgrade, perpendicular to one another. Areas of the subgrade that rut or deflect excessively in the opinion of
the project Geotechnical Engineer, considering the depth below finished grade and proposed construction at the
specific location, should be repaired. Repair should consist of undercutting to stable soils and replacement with
compacted structural fill, or scarifying and recompaction.
6.3 Excavation
Based on the subsurface conditions encountered by the borings and our understanding of planned site
excavations, the planned excavations can be performed using conventional earthmoving equipment without the
need for ripping or blasting. In this geology, it is possible to encounter occasional, isolated, boulders or ledges of
rock that may be difficult to excavate. Excavations should be sloped or shored in accordance with OSHA (29 CFR
Part 1926) excavation trench safety standards.
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071 J1; I
6.4 Fill Material
The majority of the existing site sandy silt soils are suitable for reuse as compacted fill provided they meet the
recommendations below. Criteria for soil used as structural fill in site grading should include:
No deleterious materials.
USCS classification of GW, SW, SM, SC, ML, CL or some combination of these.
Plastic soils (CH or MH) may not be used as structural fill.
A standard Proctor maximum dry density of at least 90 pcf.
Maximum particle size of 3 inches in any dimension.
Samples of the proposed fill soils should be tested for moisture content and moisture-density relationship
(standard Proctor) to establish their compaction properties. Moisture adjustment may be needed to achieve a
compactable soil moisture content. The extent of soil moisture adjustments will be affected by the source of fill
material and weather conditions prior to and during grading. Drying may be accomplished by spreading and
discing to maximize exposure to sun and wind during favorable weather conditions. Favorable weather conditions
are typical of the late Spring, Summer, and early Fall.
6.5 Cut and Fill Slopes
Permanent cut and fill slopes should be no steeper than 2(H):1(V) and should be properly seeded and mulched to
minimize erosion. For maintenance purposes, the permanent slopes may need to be flatter to allow access to
mowing equipment. Temporary slopes in confined or open excavations should perform satisfactorily at
inclinations of 1(H):1(V). All confined excavations, such as trenches, should conform to applicable OSHA
regulations.
The crests of all slopes should be maintained at least five (5) feet horizontally from any pavement limits. Surface
runoff should be diverted away from the slope faces. Slopes taller than 30 feet should incorporate appropriately
sized ditches parallel to the crest at selected intervals to reduce the velocity and erosion potential of surface
waters.
6.6 Potential Subgrade Deterioration and Repair
Potential subgrade soils consist of sandy silts that are moderately to highly susceptible to weather related
deterioration. The exposed subgrade soil of both cut and fill areas can deteriorate when exposed to construction
activities and environmental changes. Subgrade soil deterioration can occur from exposure to rainwater, rutting
from construction traffic, freezing, and erosion. Exposed subgrades in the pavement areas that have deteriorated
should be properly repaired by scarifying, moisture conditioning, and recompacting, or by undercutting and
replacement immediately prior to construction. Drying may be accomplished by spreading and discing to
maximize exposure to sun and wind during favorable drying weather.
7.0 General Pavement Thickness Recommendations
S&ME was not provided traffic frequency or vehicle weight information and thus a detailed pavement design was
not conducted. However, for parking areas that receive only car traffic, we generally recommend a minimum
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071 I
pavement section consisting of 2-inches of Type S-9.5B surface mixture underlain by 6-inches of aggregate base
course stone. In the main access drives and truck (dumpster) routes, we generally recommend a minimum of 4-
inches of asphalt (2.5 inches of I-19C underlying 1.5 inches of S-9.5B) underlain by a minimum of 8-inches of
aggregate base course. These thicknesses are based on our experience and assume that a compacted, stable
subgrade was developed at the time of construction. The asphalt pavement should not be deficient by more than
1/4 inch in any area.
Materials and workmanship should meet the North Carolina Department of Transportation's Standard
Specifications for Roads and Structures, latest edition. The aggregate base course should consist of Crushed
Aggregate Base Course (Refer to NCDOT's Standard Specifications for Roads and Structures, Section 520). This
base course should be compacted to at least 98 percent of the maximum dry density, as determined by the
modified Proctor compaction test (ASTM D1557). To confirm that the base course has been uniformly compacted,
in-place field density tests should be performed by a qualified Materials Technician and the area should be
methodically proofrolled under his evaluation.
The condition of the subgrade is critical for the performance of the pavement. The soil subgrade should be
proofrolled immediately prior to placement of base course stone. The stone subgrade should be proofrolled
immediately prior to placement of asphalt. Unstable areas identified should be repaired. Sufficient testing and
evaluation should be performed during pavement installation to confirm that the required thickness, density, and
quality requirements of the specifications are followed.
The pavement subgrade should be sloped to allow rainwater to properly drain away. Areas adjacent to
pavements (embankments, landscape islands, ditching, etc.) which can drain water should be designed so that
water does not seep below or surface drain onto pavements. Adequate drainage is very important for the long-
term performance of the pavement.
8.0 Limitations of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice for
specific application to this project. The conclusions and recommendations contained in this report are based
upon applicable standards of our practice in this geographic area at the time this report was prepared. No other
representation or warranty either express or implied, is made.
We relied on project information given to us to develop our conclusions and recommendations. If project
information described in this report is not accurate, or if it changes during project development, we should be
notified of the changes so that we can modify our recommendations based on this additional information if
necessary.
Our conclusions and recommendations are based on limited data from a field exploration program. Subsurface
conditions can vary widely between explored areas. Some variations may not become evident until construction.
If conditions are encountered which appear different than those described in our report,we should be notified.
This report should not be construed to represent subsurface conditions for the entire site.
Unless specifically noted otherwise, our field exploration program did not include an assessment of regulatory
compliance, environmental conditions or pollutants or presence of any biological materials (mold, fungi, bacteria).
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Report of Subsurface Exploration Services
Banner Elk Hotel —Added Parking
Banner Elk, North Carolina
S&ME Project No. 1558-20-071 I I
If there is a concern about these items, other studies should be performed. S&ME can provide a proposal and
perform these services if requested.
S&ME should be retained to review the final plans and specifications to confirm that earthwork, pavement, and
other recommendations are properly interpreted and implemented. The recommendations in this report are
contingent on S&ME's review of final plans and specifications followed by our observation and monitoring of
earthwork and foundation construction activities.
A document prepared by S&ME and titled Important Information About Your Geotechnical Engineering Report
follows this page. This document discusses how geotechnical recommendations are developed based on
professional opinions of site subsurface conditions, limited exploration information, and experience. Variations in
subsurface conditions can be a principal cause of construction delays, cost overruns, and claims. This document is
provided to assist you in understanding and managing the risk of these variations.
May 4, 2021 8

ii :
Important Information About Your
Geotechnical Engineering Report
Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.
The following information is provided to assist you in understanding and managing the risk of these variations.
Geotechnical Findings Are Professional Services Are Performed for Specific Projects
Opinions Because the scope of each geotechnical
Geotechnical engineers cannot specify material exploration is unique, each geotechnical report is
properties as other design engineers do. unique. Subsurface conditions are explored and
Geotechnical material properties have a far broader recommendations are made for a specific project.
range on a given site than any manufactured Subsurface information and recommendations may
construction material, and some geotechnical not be adequate for other uses. Changes in a
material properties may change over time because proposed structure location, foundation loads,
of exposure to air and water, or human activity. grades, schedule, etc. may require additional
geotechnical exploration, analyses, and
Site exploration identifies subsurface conditions at consultation. The geotechnical engineer should be
the time of exploration and only at the points where consulted to determine if additional services are
subsurface tests are performed or samples required in response to changes in proposed
obtained. Geotechnical engineers review field and construction, location, loads, grades, schedule, etc.
laboratory data and then apply their judgment to
render professional opinions about site subsurface Geo-Environmental Issues
conditions. Their recommendations rely upon these The equipment, techniques, and personnel used to
professional opinions. Variations in the vertical and perform a geo-environmental study differ
lateral extent of subsurface materials may be significantly from those used for a geotechnical
encountered during construction that significantly exploration. Indications of environmental
impact construction schedules, methods and contamination may be encountered incidental to
material volumes.While higher levels of subsurface performance of a geotechnical exploration but go
exploration can mitigate the risk of encountering unrecognized. Determination of the presence, type
unanticipated subsurface conditions, no level of or extent of environmental contamination is beyond
subsurface exploration can eliminate this risk. the scope of a geotechnical exploration.
Scope of Geotechnical Services Geotechnical Recommendations Are Not
Professional geotechnical engineering judgment is Final
required to develop a geotechnical exploration
scope to obtain information necessary to support Recommendations are developed based on the
design and construction. A number of unique geotechnical engineer's understanding of the
project factors are considered in developing the proposed construction and professional opinion of
scope of geotechnical services, such as the site subsurface conditions. Observations and tests
exploration objective; the location, type, size and must be performed during construction to confirm
weight of the proposed structure; proposed site subsurface conditions exposed by construction
grades and improvements; the construction excavations are consistent with those assumed in
schedule and sequence; and the site geology. development of recommendations. It is advisable to
retain the geotechnical engineer that performed the
Geotechnical engineers apply their experience with exploration and developed the geotechnical
construction methods, subsurface conditions and recommendations to conduct tests and
exploration methods to develop the exploration observations during construction. This may reduce
scope. The scope of each exploration is unique the risk that variations in subsurface conditions will
based on available project and site information. not be addressed as recommended in the
Incomplete project information or constraints on the geotechnical report.
scope of exploration increases the risk of variations
in subsurface conditions not being identified and
addressed in the geotechnical report.
Portion obtained with permission from"Important Information About Your Geotechnical Engineering Report",ASFE, 2004
©S&ME, Inc. 2010

Appendices

Appendix I - Figures

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REFERENCE:Google Earth Pro and Maps
SCALE: FIGURE NO.
—_ © SITE VICINITY PLAN None
DATE: 1
III = Banner Elk Hotel —Added Parking Area May 2021 1
Banner Elk, Avery County, North Carolina PROJECT NUMBER
1558-20-071

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SCALE: FIGURE NO.
BORING LOCATION PLAN None
DATE: 2
I I I . Banner Elk Hotel —Added Parking Area May 2021
Banner Elk, Avery County, North Carolina PROJECT NUMBER
1558 20 071

4,038 — — 4,038
P-2 P-3 P-4
4,036 - N. • ••N .• .N - 4,036
•
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z •• 7 HC • 6 8 HC Ii 9
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6 •
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� 'BT@10' BT@10'
4,024 — �• I 12 HC..♦
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4,022 — — 4,022
12
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4,020 — — 4,020
Topsoil III ML,Low Plasticity Silt r♦♦♦� Fill
N=Standard Penetration Test resistance value(blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations. Elevations are approximate.
JOB NO: 1558-20-071
iiir Project: Banner Elk Hotel Figure
DATE: 5/3/21 IIIor
Location: Banner Elk,North Carolina 3

Appendix II - Boring Information

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES CONSISTENCY OF COHESIVE SOILS
(Shown in Graphic Log)
STD. PENETRATION
RESISTANCE
Fill CONSISTENCY BLOWS/FOOT
!.!.!.! Very Soft 0 to 2
g Soft 3 to 4
Alluvium Firm 5 to 8
Stiff 9 to 15
■ Very Stiff 16 to 30
Asphalt Hard 31 to 50
Very Hard Over 50
N Concrete
RELATIVE DENSITY OF COHESIONLESS SOILS
■ Topsoil STD. PENETRATION
RESISTANCE
° 0. Gravel RELATIVE DENSITY BLOWS/FOOT
Very Loose 0 to 4
Sand Loose 5 to 10
Medium Dense 11 to 30
Dense 31 to 50
Silt Very Dense Over 50
Clay SAMPLER TYPES CONSTITUENT MODIFIERS
(Shown in Samples Column) Trace: <5%
Few: 5 to <15%
Organic m Split Spoon Little: 15 to <30%
[1] Rock Core Some: 30 to <50%
Silty Sand Mostly: 50 to 100%
No Recovery
Clayey Sand
111111
TERMS
Sandy Silt
Standard - The Number of Blows of 140 lb. Hammer Falling
//►/% Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
A Clayey Silt Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
SandyClayREC - Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
Run Times 100%.
ro, Silty Clay
RQD - Total Length of Sound Rock Segments
Partially Weathered Rock Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
/ / Total Length of the Core Run Times 100%.
/// Cored Rock TOB Termination of Boring
WATER LEVELS EOD End of the the Day of Boring
(Shown in Water Level Column)
V = Water Level at TOB
= Water Level After 24 Hours or at EOD
= Loss of Drilling Water I I I
HC= Hole Cave

PROJECT: Banner Elk Hotel
Banner Elk, North Carolina BORING LOG P-1
S&ME Project No.1558-20-071
DATE DRILLED: 3/26/21 ELEVATION: 4034.0 ft NOTES: Borehole backfilled with auger cuttings
and a commercial hole closure device placed near
DRILL RIG: CME-45 BORING DEPTH: 10.0 ft the ground surface.
DRILLER: NT WATER LEVEL: Dry to 7 ft @ TOB
HAMMER TYPE: 140-lb Autohammer LOGGED BY: M.Stephenson
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 2'/<"H.S.A.
w BLOW COUNT
U zo z } /CORE DATA STANDARD PENETRATION TEST DATA w
W Q J MATERIAL DESCRIPTION W a a (PAS
0 a _ z
w cc 10 2,0 30 , 6080
�♦� TOPSOIL
3 inches
FILL:SANDY SILT(ML)
♦�� firm to stiff,tan,fine to medium, moist,with trace
coarse sand and fine to coarse gravel -SS-1 4 3 5 8
N ♦♦♦
ch ♦♦♦
N ♦:♦
d ♦♦♦
SS-2 3 3 4 7
0 5— 4029.0 —
HC -SS-3 3 3 3 - 6
w ♦�♦
9 i♦i SS-4 4 6 6 12
• 10 4024.0 —
Boring terminated at 10 ft
0
z
W
0
z
0
z
F-
0
z
0
z
0
0
J
cn
z
0
0]
W
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASzTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
II _

PROJECT: Banner Elk Hotel
Banner Elk, North Carolina BORING LOG P-2
S&ME Project No.1558-20-071
DATE DRILLED: 3/26/21 ELEVATION: 4036.0 ft NOTES: Borehole backfilled with auger cuttings
and a commercial hole closure device placed near
DRILL RIG: CME-45 BORING DEPTH: 10.0 ft the ground surface.
DRILLER: NT WATER LEVEL: Dry to 7.5 ft @ TOB
HAMMER TYPE: 140-lb Autohammer LOGGED BY: M.Stephenson
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 2'/<"H.S.A.
w BLGNCCU 1-
U W Z Ci a- /CCRE DATA STANDARD PENETRATION TEST DATA w
W Q J MATERIAL DESCRIPTION a a ( S
EIVIARK
v 0 Q 2 _ = c Z
w uai 10 20 30 , 6080
�♦� TOPSOIL
3 inches
FILL:SANDY SILT(ML)
♦�� firm to stiff,orange tan,fine to medium, moist,
with trace coarse sand and fine gravel,slightly -SS-1 5 5 3 $
clayey at 6 ft to 7.5 ft
Oi
♦♦♦
SS-2 3 5 5 10
0 5— 4031.0 —
Q i♦i
-SS-3 3 3 3 - 6
HC
9 i♦i SS-4 2 4 4 8
N 10 4026.0 —
Boring terminated at 10 ft
c0
z
W
0
z
c0
z
0
0
z
0
z
0
0
J
cn
z
0
0]
W
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASzTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY. -
I I

PROJECT: Banner Elk Hotel
Banner Elk, North Carolina BORING LOG P-3
S&ME Project No.1558-20-071
DATE DRILLED: 3/26/21 ELEVATION: 4036.0 ft NOTES: Borehole backfilled with auger cuttings
and a commercial hole closure device placed near
DRILL RIG: CME-45 BORING DEPTH: 15.0 ft the ground surface.
DRILLER: NT WATER LEVEL: Dry to 12 ft @ TOB
HAMMER TYPE: 140-lb Autohammer LOGGED BY: M.Stephenson
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 21/4"H.S.A.
w BLOW COUNT
w oz O CI- /CORE DATA STANDARD PENETRATION TEST DATA
C.) w>
-- _ w — — w H t (bla�ros/ft)
o MATERIAL DESCRIPTION W w REn s
CL
w co
cn `° F a 10 20 30 6080
N N Co
w TOPSOIL
3 inches
FILL:SANDY SILT(ML)
♦�� stiff to firm,tan,trace fine gravel,trace mica,fine
to medium, moist 4 4 6
-SS-1 • - 10
Oi
cn
M Oi
w ♦♦♦
♦♦i
wSS-2 4 4 6 10
0 5—�% 4031.0 —
LL
z i♦i
a -SS-3 3 4 4 8
a ♦♦i
cc
i♦i SS-4 2 2 4 6
10 �% 4026.0 —
_ ♦j♦
F ♦♦♦ —
♦�
w ♦♦♦
a ♦f� HC
Z I RESIDUUM:SANDY SILT(ML)
r
J stiff grayish tan,fine, moist —
0
0
0
6 5 7
SS-5 12
LL 15 4021.0 —
Boring terminated at 15 ft
cn
NOTES:
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH AStTM D-1586.
gf
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
111 =

PROJECT: Banner Elk Hotel
Banner Elk, North Carolina BORING LOG P-4
S&ME Project No.1558-20-071
DATE DRILLED: 3/26/21 ELEVATION: 4036.0 ft NOTES: Borehole backfilled with auger cuttings
and a commercial hole closure device placed near
DRILL RIG: CME-45 BORING DEPTH: 10.0 ft the ground surface.
DRILLER: NT WATER LEVEL: Dry to 7 ft @ TOB
HAMMER TYPE: 140-lb Autohammer LOGGED BY: M.Stephenson
SAMPLING METHOD: Split Spoon
DRILLING METHOD: 2'/<"H.S.A.
w BLOW COUNT
U zo z } /CORE DATA STANDARD PENETRATION TEST DATA w
(W J MATERIAL DESCRIPTION a Q PASW a
w _ c z
cc 1,0 2,0 30 , ,6080
%i TOPSOIL
2 inches with grass roots
FILL:SANDY SILT(ML)
firm,grayish brown,fine to medium, moist,with
trace coarse sand and fine gravel -SS-1 3 3 3 - 6
,71
FILL:SANDY SILT(ML)
1 firm,tan,fine to medium, moist,slightly clayey
W ii SS-2 3 3 4 7
0 5 4031.0 —
Z �•�
FILL:SANDY SILT(ML)
> �� stiff,tan,fine to medium, moist,with trace fine to
coarse gravel HC -SS-3 3 5 4 9
W •••
•
•
9 ii SS-4 4 4 5 9
co
10 ••• - 4026.0 — •
Boring terminated at 10 ft
0
z
W
0
z
0
z
O
z
O
z
0
0
J
0
Z
O
co
cn
UU
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED Page 1 of 1
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCE
WITH ASzTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
II _

Appendix III - Laboratory Information

Form No:TR-D2216-T265-1 LABORATORY DETERMINATION OF —-
Revision No. 1 WATER CONTENT
Revision Date:08/16/17 I
ASTM D 2216 ❑ AASHTO T 265 ❑
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Project#: 1558-20-071 Phase 110 Report Date: 4/5/2021
Project Name: Banner Elk Additional Parking Borings Test Date(s): 4/2-5/2021
Client Name: NI
Client Address: NI
Sample by: Stephenson Sample Date(s): NI
Sampling Method: Split Spoon Drill Rig : NI
Balance ID. 20233 Calibration Date: 9/22/2020
Method: A (1%o) ❑ B (o.1%) ❑
Oven ID. 10844 Calibration Date: 2/9/2021
Boring Sample Sample Tare# Tare Weight Tare Wt.+ Tare Wt. + Water Percent N
No. No. Depth Wet Wt Dry Wt Weight Moisture °
t
ft.or m. grams grams grams grams % e
P-1 SS#1 1-2.5 TW-44 8.06 167.22 130.78 36.44 29.7%
P-2 SS#1 1-2.5 TW-60 8.12 177.78 135.91 41.87 32.8%
P-3 SS#2 3.5-5 TW-46 8.18 173.22 132.75 40.47 32.5%
P-4 SS#1 1-2.5 BB-38 8.24 185.97 153.11 32.86 22.7%
Notes/Deviations/References
ASTM D 2216: Laboratory Determination of Water(Moisture) Content of Soil and Rock by Mass
Gustavo Salazar NICET#153473 4/5/2021
Technician Name Signature Certification Type/No. Date
Stephen Lacz, P.E Project Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road 1558-20-071 Phase 110 Moistures
Raleigh,NC. 27616 Page 1 of 1

Form No.TR-D4318-T89-90 LIQUID LIMIT,PLASTIC LIMIT,
Revision No. 1 & PLASTIC INDEX ,�
Revision Date:7/26/17 I I s
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 ❑
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Project#: 1558-20-071 Phase 110 Report Date: 4/19/21
Project Name: Banner Elk Additional Parking Borings Test Date(s) 4/2-19/21
Client Name: NI
Client Address: NI
Boring: P-1 Sample#: SS#1 Sample Date: NI
Location: NI Offset: NI Elevation: 1-2.5'
Sample Description: Tan Sandy Silt (ML)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 3222 7/30/2020 Grooving tool 33625 6/30/2020
LL Apparatus 33625 6/30/2020 Grooving tool
Oven 10844 2/9/2021 Grooving tool
Pan# Liquid Limit Plastic Limit
Tare#: J19 J62 J2 J25 J18
A Tare Weight 14.16 ' 14.03 14.12 1 14.13 14.03
B Wet Soil Weight + A 24.36 25.54 24.63 21.24 20.39
C Dry Soil Weight +A 21.33 ' 22.07 21.39 19.30 18.70
D Water Weight(B-C) 3.03 3.47 3.24 1.94 1.69
E Dry Soil Weight(C-A) 7.17 8.04 7.27 5.17 4.67
F %Moisture(D/E)*100 42.3% 43.2% 44.6% 37.5% 36.2%
N #OF DROPS 27 23 17 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 36.9%
r , One Point Liquid Limit
50.0 -
N Factor N Factor
. 20 0.974 26 1.005
• 21 0.979 27 1.009
22 0.985 28 1.014
'- 45.o
o 23 0.99 30 1.018
L • 24 0995 30 1.022
25 1.000
40.0 NP, Non-Plastic ❑
Liquid Limit 43
Plastic Limit 37
IPlastic Index 6
35.0 I 1 I I I I Group Symbol ML
10 15 20 25 30 35 40 #of Drops] 100 Multipoint Method ❑
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried ❑ Estimate the%Retained on the#40 Sieve: 8%
Notes/Deviations/References:
ND: Not Determined NI: No Information Provided
ASTM D 4318:Liquid Limit, Plastic Limit,&Plastic Index of Soils
Karen Warner 4/19/2021 Stephen Lacz, PE.
Technician Name Date Technical Responsibility Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road 1558-20-071 Phase 110 P-1 SS#1(1-2.5)PI
Raleigh,NC.27616 Page 1 of 1

Form No:TR-D422-WH-1Ga SIEVE ANALYSIS OF SOILS &
Revision No. 1
Revision Date:8/10/17 s
ASTM D 422
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Project#: 1558-20-071 Phase 110 Report Date: 4/10/2021
Project Name: Banner Elk Additional Parking Borings Test Date(s): 4/2-10/2021
Client Name: NI
Client Address: NI
Sample Id. P-2 Type: Split Spoon Sample Date: NI
Location: NI Sample: SS#1 Elevation: 1-2.5'
Sample Description: Orange Tan Sandy Silt (ML)
3" 1.5" 1"3/4" 3/8" #4 #10 #20 k#40 #60 #100 #200 L \
100% • • • • • • • — • • • • • w-•
90%
80%
an
70%
s 60%
I I
50%
p; 40%
30%
20%
10%
0%
100.00 10.00 0.10 0.01
Millimeters
1,
Cobbles < 300 mm (12")and > 75 mm (3") Fine Sand < 0.425 mm and > 0.075 mm
Gravel < 75 mm and >4.75 mm (#4) Silt < 0.075 and > 0.005 mm
Coarse Sand <4.75 mm and >2.00 mm (#10) Clay < 0.005 mm
Medium Sand < 2.00 mm and > 0.425 mm (#40) Colloids < 0.001 mm
Maximum Particle Size 3/4" Coarse Sand 3.8% Fine Sand 7.8%
Gravel 7.4% Medium Sand 5.7% Silt &Clay 75.3%
Liquid Limit ND Plastic Limit ND Plastic Index ND
Specific Gravity ND Moisture Content ND
Coarse Sand 3.8% Medium Sand 5.7% Fine Sand 7.8%
Description of Sand &Gravel Particles: Rounded ❑ Angular 0
Hard & Durable 0 Soft ❑ Weathered & Friable 0
Notes/Deviations/References:
ND: Not Determined NI: No Information Provided
Stephen Lacz, P.E. Project Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,Inc.-Corporate 3201 Spring Forest Road 1558-20-071 Phase 110 P-2 SS#1(1-2.5) Wash
Raleigh,NC.27616 Page 1 of 1

Form No.TR-D4318-T89-90 LIQUID LIMIT,PLASTIC LIMIT,
Revision No. 1 & PLASTIC INDEX ,�
Revision Date:7/26/17 I I s
ASTM D 4318 ❑x AASHTO T 89 ❑ AASHTO T 90 ❑
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Project#: 1558-20-071 Phase 110 Report Date: 4/19/21
Project Name: Banner Elk Additional Parking Borings Test Date(s) 4/2-19/21
Client Name: NI
Client Address: NI
Boring: P-3 Sample#: SS#1 Sample Date: NI
Location: NI Offset: NI Elevation: 1-2.5'
Sample Description: Tan Sandy Silt (ML)
Type and Specification S&ME ID# Cal Date: Type and Specification S&ME ID# Cal Date:
Balance (0.01 g) 3222 7/30/2020 Grooving tool 33625 6/30/2020
LL Apparatus 33625 6/30/2020 Grooving tool
Oven 10844 2/9/2021 Grooving tool
Pan# Liquid Limit Plastic Limit
Tare#: J48 J33 J13 J43 J59
A Tare Weight 14.10 14.11 14.06 14.12 14.17
B Wet Soil Weight + A 25.84 25.42 25.32 20.87 21.95
C Dry Soil Weight +A 22.41 22.02 21.84 19.03 19.84
D Water Weight(B-C) 3.43 3.40 3.48 1.84 2.11
E Dry Soil Weight(C-A) 8.31 7.91 7.78 4.91 5.67
F %Moisture(D/E)*100 41.3% 43.0% 44.7% 37.5% 37.2%
N #OF DROPS 27 24 18 Moisture Contents determined by
LL LL = F* FACTOR ASTM D 2216
Ave. Average 37.4%
r , One Point Liquid Limit
50.0 -
N Factor N Factor
20 0.974 26 1.005
• 21 0.979 27 1.009
22 0.985 28 1.014
J
45.o
23•
24 25 1.000
40.0 I NP, Non-Plastic ❑
Liquid Limit 42
Plastic Limit 37
IPlastic Index 5
35.0 I 1 I I I I Group Symbol ML
10 15 20 25 30 35 40 #of Drops] 100 Multipoint Method ❑
One-point Method ❑
Wet Preparation ❑ Dry Preparation ❑ Air Dried ❑ Estimate the%Retained on the#40 Sieve: 12%
Notes/Deviations/References:
ND: Not Determined NI: No Information Provided
ASTM D 4318:Liquid Limit, Plastic Limit,&Plastic Index of Soils
Karen Warner 4/19/2021 Stephen Lacz, PE.
Technician Name Date Technical Responsibility Date
This report shall not be reproduced,except in full,without the written approval of S&ME,Inc.
S&ME,INC.-Corporate 3201 Spring Forest Road 1558-20-071 Phase 110 P-3 SS#1(1-2.5)PI
Raleigh,NC.27616 Page 1 of 1