SW3180304_Geotechnical Report_20180321

Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
PREPARED FOR:
Kontane Logistics
386 Crawford Road
Statesville, North Carolina 28625
PREPARED BY:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
November 28, 2017
=Elil=
M
Kristeh H
November 28,20L7
Kontane Logistics
386 Crawford Road
Statesville, North Carolina 28625
Attention: Mr. Edward Byrd
Reference:Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carol ina
S&ME Project No. 1-335-L7-067
NC PE Firm License No. F-0L76
Dear Mr. Byrd
S&ME, Inc. (S&ME) is pleased to submit this Geotechnical Engineering Report for the above-referenced project.
Geotechnical services were provided in general accordance with our proposal No. 13-1-700477 dated October 24,
2017.
The purpose of the geotechnical study was to determine the general subsurface conditions at the site and to
evaluate those conditions with regard to the design and construction of the project. This report presents our
findings together with our conclusions and recommendations for site construction.
S8¿ME appreciates the opportunity to assist you during this phase of the project. If you should have any questions
concerning this report or if we may be of further assistance, please contact us.
Sincerely,
SE¿ME,Inc.
ì
?9r47
Hiil, P.P
Principal Engineer
NC Registration No
sA.P.E.
Geotechnical Group Leader
S&ME, Inc. | 9751 Southern Pine Boulevard I Charlotte, NC 28273 | p 70a.54.a726 | www.smeinc.com
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 ii
Table of Contents
1.0 Introduction ....................................................................................................................... 1
1.1 Project and Site Descriptions ........................................................................................................ 1
1.2 Purpose and Scope ......................................................................................................................... 1
2.0 Exploration Procedures .................................................................................................... 2
2.1 Field Testing .................................................................................................................................... 2
2.2 Laboratory Testing ......................................................................................................................... 2
3.0 Area Geology and Subsurface Conditions .................................................................. 3
3.1 Physiography and Area Geology ................................................................................................. 3
3.2 Subsurface Conditions ................................................................................................................... 4
4.0 Conclusions and Recommendations ............................................................................. 5
4.1 Earthwork ........................................................................................................................................ 5
4.1.1 Site Preparation ................................................................................................................................. 5
4.1.2 Existing Fill Soils .............................................................................................................................. 6
4.1.3 Expansive Soils ................................................................................................................................. 6
4.1.4 Proofrolling/Subgrade Evaluation .................................................................................................... 7
4.1.5 Subgrade Repair after Exposure ........................................................................................................ 7
4.1.6 Fill Material and Placement .............................................................................................................. 8
4.1.7 Excavations ....................................................................................................................................... 8
4.1.8 Cut and Fill Slopes ............................................................................................................................ 9
4.1.9 Existing Soil Stockpile ...................................................................................................................... 9
4.2 Seismic Design Parameters ........................................................................................................... 9
4.3 Foundation Support ..................................................................................................................... 10
4.3.1 Eastern New Building ..................................................................................................................... 10
4.3.2 Western Building Expansion .......................................................................................................... 10
4.3.3 General ............................................................................................................................................ 11
4.4 Floor Slabs ..................................................................................................................................... 11
4.5 Below-Grade Walls ....................................................................................................................... 12
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 iii
4.6 Pavements ..................................................................................................................................... 13
5.0 Limitations of Report ..................................................................................................... 14
List of Figures
Figure 3-1: General Geologic Provinces of North Carolina.................................................................. 3
Figure 3-2: Typical Piedmont Weathering Profiles ............................................................................... 4
List of Tables
Table 4-1: Below-Grade Wall Design Parameters ................................................................................ 12
Table 4-2: Recommended Pavement Sections ...................................................................................... 13
Appendices
Site Vicinity Plan, Figure 1
Boring Location Plan, Figures 2 and 3
Legend to Soil Classification and Symbols
Boring Logs, B-1 through B-10
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 1
1.0 Introduction
1.1 Project and Site Descriptions
Project information is based on e-mail and telephone correspondence between Frank Wartner of Pattillo
Construction Corporation and Marty Baltzegar and Kristen Hill of S&ME between September 26 and October 11,
2017. The e-mail correspondence included a request for proposal which included a survey and proposed site
plan.
We understand that two new buildings are planned for the Kontane facility located at 328 Crawford Road in
Statesville, North Carolina. The approximate site area is shown on the Site Vicinity Plan (Figure 1) in the Appendix.
The existing facility consists of an approximately 165,000 square-foot, one-story metal building with a slab-on-
grade floor and a finished floor elevation (FFE) of 914 feet. Truck court/loading dock areas are on the east and
south sides of the main facility.
Plans are to expand the approximately 375-foot wide building 165 feet westward, resulting in an approximately
62,475 square foot building addition. This expansion to the main building will also add an L-shaped parking lot
for 25 vehicles. A separate 165,000 square foot building is planned for the rear/east side of the property. While
not shown on the provided drawing, we anticipate that this new building will share the truck court with the
existing building and will have a loading dock area on its western side. Both structures are proposed to have a
FFE of 914 feet. A new pond is also planned in the northeast corner of the property, north of the eastern new
building.
The western building addition area is grassed, open, and relatively level. Half of the area for the eastern new
building is grassed, open, and relatively level while the other half is partially wooded. The eastern building
footprint also contains an existing debris pile in its southern portion and a large soil stockpile in its western edge.
An existing pond is located in the northern portion of the eastern building footprint.
In developing the conclusions and recommendations in this report, we have made the following assumptions:
•Structural loads for the buildings will be relatively light (column loads less than 100 kips, wall loads less
than 6 kips per foot, and floor loads less than 200 pounds per square foot).
•Less than 5 feet of cut/fill will be required to reach design grades in the western building expansion area.
•Up to 13 feet of fill will be required in the eastern building area.
•Traffic conditions will be limited to automobiles and light to heavy trucks.
1.2 Purpose and Scope
The purpose of this geotechnical study was to explore the subsurface conditions at the site and develop
geotechnical recommendations for the design and construction of the proposed project. S&ME has completed
the following scope of geotechnical services for this project:
•Visited the site to observe site surface conditions and mark test locations.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 2
•Contacted North Carolina 811 to have them mark the locations of existing underground utilities in the
proposed exploration areas.
•Subcontracted clearing to provide drill rig access in the wooded portion of the site.
•Mobilized a power drilling rig mounted on a truck or all-terrain vehicle and crew to the site.
•Drilled ten (10) soil test borings at the site.
•Attempted water level measurements in the boreholes.
•Obtained a bulk sample of the stockpiled soils located in the grassed area behind the existing building.
•Backfilled the boreholes with soil cuttings, installed a hole closure device near the ground surface in each
borehole, and continued backfilling to the ground surface.
•Performed geotechnical analysis and prepared this geotechnical report.
2.0 Exploration Procedures
2.1 Field Testing
In order to explore the general subsurface conditions at the project site, ten soil test borings (Borings B-1 through
B-10) were drilled to depths of 20 and 45 feet below the existing ground surface. The borings were advanced at
the approximate locations shown on the Boring Location Plan drawings (Figures 2 and 3) in the Appendix. The
boring locations were selected by S&ME and were marked in the field by an S&ME geotechnical staff professional
using a handheld GPS system.
A CME 550X drill rig mounted on an all-terrain vehicle carrier was used to advance the borings with hollow-stem,
continuous flight augers. Standard Penetration Test (SPT) split-spoon sampling was performed at designated
intervals in the soil test borings in general accordance with ASTM D1586 to provide an index for estimating soil
strength and relative density or consistency. The CME 550X drill rig used to drill the borings is equipped with a
hydraulic automatic hammer for Standard Penetration Tests. In conjunction with the SPT testing, samples are
obtained for soil classification purposes. Representative portions of each soil sample were placed in glass jars and
taken to our laboratory.
Water level measurements were attempted in each boring at the termination of drilling activities and again in the
deeper boreholes before leaving the site. Upon completion of the water level measurements, the boreholes were
backfilled with soil cuttings to the ground surface, utilizing a hole closure device. All borings were backfilled
before leaving the site on October 26, 2017.
2.2 Laboratory Testing
Once the samples were received in our laboratory, a geotechnical 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, designated in general accordance
with the Unified Soil Classification System (USCS) and ASTM D2488, as well as the field test results are presented
on the attached boring logs. Similar soils were grouped into strata on the boring 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.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 3
Laboratory testing consisting of moisture content, grain-size distribution, Atterberg limits, and standard Proctor
compaction were performed on a representative bulk soil sample from the on-site soil stockpile to confirm visual
soil classification and estimate the engineering properties of the soils tested. Results of the laboratory testing are
included in the Appendix.
3.0 Area Geology and Subsurface Conditions
3.1 Physiography and Area Geology
The site is located within the Inner Piedmont Belt of the Piedmont Physiographic Province of North Carolina, as
shown in Figure 3-1. The Piedmont Province generally consists of well-rounded hills and ridges, which are
dissected by a well-developed system of draws and streams. The Piedmont Province is predominantly underlain
by metamorphic rock (formed by heat, pressure and/or chemical action) and igneous rock (formed directly from
molten material), which were initially formed during the Precambrian and Paleozoic eras. The volcanic and
sedimentary rocks deposited in the Piedmont Province during the Precambrian eras were the host for the
metamorphism and were changed to gneiss and schist. The more recent Paleozoic era had periods of igneous
emplacement, with at least several episodes of regional metamorphism resulting in the majority of the rock types
seen today.
Figure 3-1: General Geologic Provinces of North Carolina
The topography and relief of the Piedmont Province have developed from differential weathering of the igneous
and metamorphic rock. Because of the continued chemical and physical weathering, the rocks in the Piedmont
Province are now generally covered with a mantle of soil that has weathered in place from the parent bedrock.
These soils have variable thicknesses and are referred to as residuum or residual soils. The residuum is typically
finer grained and has higher clay content near the surface because of the advanced weathering. Similarly, the
soils typically become coarser grained with increasing depth because of decreased weathering. As the degree of
weathering decreases, the residual soils generally retain the overall appearance, texture, gradation and foliations
of the parent rock.
APPROXIMATE
SITE LOCATION
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 4
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone termed “Partially
Weathered Rock” is normally found overlying the parent bedrock. Partially Weathered Rock (PWR) is defined for
engineering purposes as residual material with Standard Penetration Resistances (N-values) exceeding 100 blows
per foot. The transition between hard/dense residual soils and PWR occurs at irregular depths due to variations in
degree of weathering. A depiction of typical weathering profiles in the Piedmont Province is presented in Figure
3-2:
Figure 3-2: Typical Piedmont Weathering Profiles
Groundwater is typically present in the residual soils and within fractures in the PWR or underlying bedrock in the
Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual soils above
the PWR and bedrock. Alluvial soils, which have been transported and deposited by water, are typically found in
floodplains and are generally saturated to within a few feet of the ground surface. Fluctuations in groundwater
levels are typical in residual soils and PWR in the Piedmont, depending on variations in precipitation, evaporation,
and surface water runoff. Seasonal high groundwater levels are expected to occur during or just after the typically
wetter months of the year (November through April).
3.2 Subsurface Conditions
Subsurface conditions as indicated by the soil test borings generally consist of topsoil or gravel underlain by
residual soils. The generalized subsurface conditions at the site are described below. For more detailed soil
descriptions and stratifications at a particular boring location, the respective boring log should be reviewed.
Surface Materials:Each of the borings, except for B-4 and B-6, encountered a surficial layer of topsoil measuring
between approximately 1 and 6 inches thick.
Fill Soils: Fill soils were encountered beneath the surface materials in Borings B-1, B-4 and B-6 (debris pile) to
depths ranging 8 and 17 feet below the ground surface. The fill soils generally consisted of sandy clay (USCS
classification CL), sandy silt (ML) and clayey silt (MH). SPT N-values ranged from 5 to 17 blows per foot (bpf) in
the fill soils.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 5
Residual Soils: Residual soils were encountered beneath the surficial or fill materials in all borings. The residual
soils generally consisted of sandy clay (CL), silty clay (CH), sandy silt (ML), clayey silt (MH), and silty sand (SM). SPT
N-values ranged from 2 to 35 blows per foot (bpf) in the residual soils. All borings except B-3 were terminated in
residual soils.
Partially Weathered Rock:PWR was encountered in Boring B-3 at a depth of 22 feet below the ground surface.
When sampled, the PWR generally breaks down into silty sand. Boring B-3 was terminated in the PWR.
Water Levels:Groundwater level measurements were attempted in the borings at the completion of drilling
operations and again in the deeper borings before leaving the site. Groundwater was not encountered in any of
the boreholes at the termination of drilling. Groundwater was measured at depth of 31 feet and 23.3 feet in
Borings B-4 and B-10, respectively, after a waiting period of one day. Water levels tend to fluctuate with seasonal
and climatic variations, as well as with some types of construction operations. Therefore, groundwater may be
encountered during construction at depths not indicated by the borings.
4.0 Conclusions and Recommendations
Our conclusions and recommendations are based on the project information outlined previously and on the data
obtained from the field and laboratory testing program. If the structural loading, geometry or proposed structure
locations are changed or significantly differ from those outlined, or if conditions are encountered during
construction that differ from those encountered by the soil test borings, S&ME requests the opportunity to review
our recommendations based on the new information and make any necessary changes.
Generally, the proposed building expansions can be constructed as planned, and we recommend that shallow
spread foundations be considered for foundation support. The design considerations and their impact to site
construction are discussed in detail in the following sections and should be considered by the structural and
project civil engineer.
4.1 Earthwork
4.1.1 Site Preparation
The entire structural (building and pavement areas) should be stripped of vegetation, topsoil, trash, debris, and
organic materials to a minimum of 10 feet outside the structural limits. The debris pile, other debris (including
topsoil) from stripping operations should be properly disposed of off-site. Alternatively, topsoil may be used in
landscaped areas with slopes of 4H:1V (horizontal to vertical) or flatter.
The borings indicate that topsoil thicknesses range from 1 to 6 inches in 8 of the 10 borings performed. However,
our experience indicates stripping depths of up to 12 inches or greater may be required in order to adequately
remove large root bulbs in the wooded areas. Additional stripping should also be anticipated in the existing
pond bottom prior to fill placement. The depth of topsoil stripping will also be dependent upon prevailing
weather conditions at the time of construction. During wet conditions, rubber-tired equipment will mix topsoil
with underlying “clean” soils, causing stripping depths to be greater than topsoil depths indicated on the borings.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 6
We recommend that topsoil stripping be performed with light, tracked equipment to reduce disturbance of the
underlying soils, or be performed during dry periods.
Any existing underground utilities that will be affected by construction should be properly excavated, removed,
abandoned, or re-routed to facilitate the proposed construction. The resulting excavations should be properly
backfilled as described later in this report. For any utilities that are not removed, care should be taken as to not
damage the utility lines during construction.
4.1.2 Existing Fill Soils
Existing fill soils were encountered in 3 borings (B-1, B-4, and B-6) in the rear eastern expansion area. The fill soils
in B-6 are associated with a debris pile and although the soils encountered in the boring appeared clean, debris is
visible at the surface and should be anticipated to be removed. The fill soils in B-1 and B-4 appear to be related
to the original development of the site and appear to be clean, free of deleterious material and marginally
compacted.
While the fill soils encountered were relatively clean and free of deleterious inclusions, due to the limited testing
performed and the wide spacing of the borings, the possibility of deleterious inclusions in or under the existing fill
between our sample intervals and test locations cannot be completely ruled out. If the fill contains wood
fragments, trash, organics, voids, or soft lenses, excessive settlement could result. Complete undercutting and re-
working or replacement would be required to eliminate this risk.
In lieu of complete undercutting, we recommend close evaluation during construction. We anticipate that any
near surface variable fill soils will be identifiable during subgrade evaluation procedures (outlined in Section 4.1.4).
We also recommend that foundation excavations be evaluated closely during construction via hand augers in an
attempt to identify potentially problematic fill soils (i.e. soft lenses, organics, etc.). If evaluation with hand augers
and DCP testing encounters very soft to soft or other unsuitable materials in the footing excavations, they should
be corrected per the recommendations of the project geotechnical engineer.
4.1.3 Expansive Soils
Based on the results of the soil test borings performed and our visual observations of the split-spoon samples
recovered, highly plastic silty clay (CH) and clayey silt (MH) soils were encountered in the borings performed at the
site. Silty clay (CH) and clayey silt (MH) are common near surface soils in the project area and may also be
encountered between our borings. These plastic soils have a moderate shrink/swell potential, are very moisture
sensitive, and can be difficult to work. Due to their shrink/swell potential, support of foundations and slabs
directly above these materials poses a risk of structural distress. To reduce this risk, we recommend adequate
separation be provided between these plastic soils and structural subgrades (i.e., slab and column foundations).
By providing adequate separation, seasonal variations in moisture conditions are less severe and overburden
pressures can counteract swell pressures thereby reducing the shrink/swell risks associated with these materials.
We recommend 3 feet of separation material consisting of clean, low-plasticity soils be provided between the
high-plasticity clays and silts (CH and MH) and column and wall foundation subgrades, while 2 feet of separation
material is sufficient beneath slab subgrades. Identification of these materials and confirmation that the required
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 7
separation has been achieved should be performed by the geotechnical engineer’s representative during
construction.
Moderately plastic silts (MH) can be re-used provided they are well-mixed with low plasticity soils or placed
deeper than 2 feet from structural subgrades. Highly plastic clays (CH) are not considered suitable for re-use as
structural fill and should only be re-used in landscaped areas.
4.1.4 Proofrolling/Subgrade Evaluation
Upon completion of the recommended stripping and undercutting operations, areas to provide support for the
foundations, floor slabs, and structural fill should be proofrolled with a loaded dump truck or similar pneumatic
tired vehicle (minimum loaded weight of 20 tons) under the observation of a staff professional or a senior soil
technician. The proofrolling procedures should consist of four complete passes of the exposed areas, with two of
the passes being in a direction perpendicular to the preceding ones. Areas which deflect, rut, or pump excessively
during proofrolling or fail to “tighten up” after successive passes should be undercut to suitable soils and replaced
with compacted structural fill.
After the subgrade/proofrolling operation has been completed and approved, final site grading and undercutting
as discussed in this report should proceed immediately. If construction progresses during wet weather, the
proofrolling operation should be repeated with at least one pass in each direction immediately prior to placing
aggregate base course in the parking and driveway areas. If unstable conditions are exposed during this
operation, then undercutting or scarifying may be required.
4.1.5 Subgrade Repair after Exposure
The near-surface soils in the project area consist of low-strength, moisture sensitive soils which can degrade
quickly if exposed to water. Because of this, the exposed subgrade soil may deteriorate when exposed to
construction activity and environmental changes such as freezing, erosion, softening from ponded rainwater, and
rutting from construction traffic.
We recommend that exposed subgrade surfaces in the building area that have deteriorated be properly repaired
by scarifying and re-compacting immediately prior to additional construction. It should be noted that the level of
difficulty and cost of developing a stable subgrade will depend upon the weather conditions before and during
construction as well as the time available to stabilize the subgrade. Specifically, deteriorated subgrades may be
due to excessive moisture exposure combined with construction traffic, and may require drying through the use of
disk harrows or lime treatment. If subgrade preparation operations must be performed during wet weather
conditions, undercutting the deteriorated soil and replacing it with compacted crushed stone may be preferable.
Additionally, lime or cement treating of the subgrade soils can allow for increased subgrade durability and reduce
the effects of construction traffic during periods of wet weather. The impact that rutting subgrade materials has
on the construction schedule should be considered.
We recommend that the grading subcontractor smooth-roll exposed subgrades at the end of each work day, limit
construction traffic to defined areas, and protect exposed subgrade soils during construction. This is essential for
construction during the typically wetter, cooler months of November through April. If subgrades are rough-
graded and not immediately covered by floor slab bearing or pavement base course materials, or stabilized with
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 8
lime or cement, then the grading subcontractor should cover the exposed subgrades with a sacrificial layer of
crushed stone, leave the subgrades approximately 6 to 8 inches high, or be prepared to repair/stabilize the
subgrades at a later date.
4.1.6 Fill Material and Placement
All fill used for site grading operations should consist of a clean (free of organics and debris), low plasticity soil
(Liquid Limit less than 50, Plasticity Index less than 25). The proposed fill should have a maximum dry density of at
least 90 pcf as determined by a standard Proctor compaction test, (ASTM D698). Structural fill soils should
generally classify as CL, ML, SC, SM, SW or GW in accordance with the USCS. Additionally, the maximum grain size
should not exceed 3 inches.
The low plasticity residual soils at the site and the stockpile soils can typically be used as structural fill. As
previously discussed, moderately plastic silts (MH) can be re-used provided they are well-mixed with low-plasticity
soils or placed more than 2 feet below subgrades, and highly plastic clays (CH) should only be re-used in
landscape areas.
Results of the standard Proctor testing on soils obtained from soil stockpile indicate that the generally sandy silt
material exhibited maximum dry density of 101.4 pcf at an optimum moisture content of 21.4 percent. Based on
the natural moisture content of 26.5 percent, the stockpiled soils are wet of optimum.
All fill should be placed in loose lifts not exceeding 8 inches in thickness and at moisture contents within 3 percent
of the optimum moisture content of the material as determined by ASTM D698 (standard Proctor). Each lift of fill
should be uniformly compacted to a dry density of at least 95 percent of the maximum dry density of the material
determined according to ASTM D698, with the upper 18 inches of fill compacted to at least 98 percent. The
geotechnical engineer’s representative should perform in-place field density tests to evaluate the compaction of
the structural fill and backfill placed at the site. We recommend that at least one density test be performed per lift
per 5,000 square feet per lift in the building and pavement areas and one test per lift per 100 linear feet in utility
trenches.
4.1.7 Excavations
Based on the results of the soil test borings, we anticipate that the majority of general excavations in addition to
excavations for footings and utilities at the site will be in residual soils, existing fill and newly placed fill. These
soils can typically be excavated using backhoes, trackhoes, front-end loaders, bull dozers and other types of
typical earthmoving equipment.
While PWR was only encountered in one boring at a depth of 22 feet, it should be noted that the depth to and
thickness of PWR and rock lenses or seams in the Piedmont Geologic Province can vary dramatically in short
distances. Therefore, PWR, boulders, or bedrock may be encountered during general excavation or excavation of
footings and utilities at locations or depths between boring locations not encountered during this exploration.
Given the relatively shallow excavations planned at the site, encountering PWR or bedrock is not anticipated.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 9
As previously discussed, groundwater was encountered in Borings B-4 and B-10 at relatively deep depths (31 and
23.3 feet respectively). Given the relatively shallow excavations planned at the site (less than 5 feet, excluding
stockpiles), the need for dewatering is not anticipated.
For temporary excavations, shoring and bracing or flattening (laying back) of the slopes should be performed to
obtain a safe working environment. Excavations should be sloped or shored in accordance with local, state and
federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is
solely responsible for site safety; this information is provided only as a service and under no circumstances should
we be assumed responsible for construction site safety.
4.1.8 Cut and Fill Slopes
We recommend that construction of any cut and fill slopes should be no steeper than 3H: 1V (horizontal to
vertical). The tops and bases of all slopes should be located a minimum of 10 feet from structural limits. To
prevent shallow surface failures on the exposed slope faces we also recommend that the soils exposed on all slope
faces be compacted with track-mounted equipment prior to final seeding and mulching. Surface water runoff
should be directed away from the slopes.
4.1.9 Existing Soil Stockpile
As previously discussed, Boring B-6 was performed in/near the debris stockpile to the east of the project site. The
fill soils that the borings encountered generally consisted of sandy silts (ML) which were generally free of debris
and other deleterious inclusions.
Generally, the existing fill soils are suitable for re-use as structural fill on the project site as they contained low-
plasticity soils. However, only one boring was performed in the stockpile and there is a chance that high-plasticity
materials may exist within the stockpile. Also, deleterious inclusions (stumps, limbs, concentrated organics, or
other debris) may be present within the stockpile. If the stockpile soils are found to contain deleterious inclusions,
than these materials would not be considered suitable for re-use as structural fill unless properly separated from
the clean soils.
4.2 Seismic Design Parameters
The proposed structures should be designed to resist possible earthquake effects as determined in accordance
with the 2012 edition of the North Carolina Building Code (NCBC). Based on the boring data collected and our
experience with local subsurface conditions, we estimate weighted average N-values in the soils underlying the
building areas to be greater than 15 and less than 50 blows per foot in the top 100 feet below the existing ground
surface. Based on Section 1613 of the NCBC, the data indicate a Seismic Site Class D should be used for design.
Considering Seismic Site Class D, the five percent damped design spectral response acceleration at short periods,
SDS, and at 1 second period, SD1, were determined to be 0.216 g and 0.146 g, respectively. For an Occupancy
Category I-III structure, this would correspond to a Seismic Design Category C.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 10
4.3 Foundation Support
4.3.1 Eastern New Building
Provided the earthwork procedures and recommendations outlined in this report are implemented, the proposed
eastern 165,000 square foot structure can be adequately supported on a shallow foundation system. An allowable
bearing pressure of up to 2,500 pounds per square foot (psf) can be used for design of column and wall
foundations bearing on the residual soils, existing fill, and newly placed structural fill compacted as outlined in
Section 4.1.6.
Based on the general stratigraphy at the site, our experience with similar projects, and the anticipated magnitude
of the building loads, the total and differential settlement potentials for the lightly-loaded structures should be
less than approximately 1 inch and ½ inch, respectively, providing that our recommendations are followed. These
conclusions are contingent upon compliance with the site preparation and fill placement recommendations
outlined in this report.
4.3.2 Western Building Expansion
Because the 62,475 square foot building to the west is an expansion, we anticipate that the building may be
structurally connected and that controlling differential settlement between the new and existing structural will be
critical. An allowable bearing pressure of up to 2,500 pounds per square foot (psf) can be used for design of
column and wall foundations: however, in order to limit the differential settlement between the new and existing
structures, additional site work or additional foundation support will be required for foundations immediately
adjacent to the existing structure.
When calculated using a 100 kip column load, we estimate that undercutting the new footings in the first column
line adjacent to the existing building 4 feet below the bearing elevation and backfilling with washed No. 57 stone
will result in a differential settlement less than ½-inch. Care should be taken not to undermine existing
foundations if new foundations are over-excavated. If the actual column load is lower, less undercut may be
required.
For the remaining foundations beyond the first column line, settlements for foundations designed for an allowable
bearing pressure of 2,500 psf are estimated to be less than approximately 1 inch and ½ inch, for total and
differential, respectively.
If undercutting and replacement is not performed along the first column line in the building addition area, we
recommend that an intermediate/deep foundation system consisting of either helical piers be considered.
Helical compression piers are installed by rotation into the soil until a suitable bearing layer is reached and a
designated torque that is correlated to a desired vertical bearing capacity is achieved. The helices have typical
diameters ranging from 6 to 14 inches with typical solid stem diameters of 1-½ to 1-¾ inches. The capacity of
helical piers is developed primarily in end bearing on the circular helices and transmitted to the structure via the
stems and structural steel connections attached to the concrete foundation. Helical compression piers are
typically installed using a hydraulic drive unit or torque head having a rated torque of about 7,000 to 12,000 foot-
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 11
pounds. Individual elements can typically support allowable loads of up to 50 kips, depending on depth and
diameter.
Design of the foundation system was beyond the scope of our services as helical piers are typically designed and
installed by an experienced specialty contractor. The structural connection between the foundation element and
structure foundation should be designed for the compressive, uplift and shear forces determined by the structural
engineer. We would be happy to provide contact information of local contractors capable of this type of system.
The installation of the helical piers should be in accordance with the local and state building code requirements.
In addition, the installation of all deep foundations should be monitored by the geotechnical engineer. The
geotechnical engineer’s representative should verify and record all aspects of the installation for general
conformance with the project drawings and specifications, including any design information and installation
procedures submitted by the foundation subcontractor. Also, we recommend that load testing be performed on
either a production or sacrificial foundation element to verify the design capacity and that the load versus
deflection criteria is met.
A contractor specializing in helical pier construction should be contracted for this project. The specialty contractor
should have experience in the construction and load testing of helical piers. Typically it is required that the
contractor have successfully constructed at least 5 projects in the last 5 years involving construction of specialty
foundations of similar capacity required for this project.
4.3.3 General
Shallow foundations should be designed to bear at least 12 inches below finished grades for frost protection and
protective embedment. Column footings should be at least 24 inches square and wall footings should be at least
18 inches wide to prevent a punching shear failure of the foundation bearing soils.
All footing excavations should be observed by the geotechnical engineer's representative to verify that suitable
soils are present at and below the proposed bearing elevation and to confirm their consistency with the
conditions upon which our recommendations are based. If evaluation with DCP testing encounters very soft to
soft or other unsuitable materials in the footing excavations, they should be corrected per the recommendations
of the project geotechnical engineer.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement weather.
Saturation of the footing subgrade can cause a loss of strength and increased compressibility. If foundation
excavations must remain open overnight or if rainfall becomes imminent while the bearing soils are exposed, we
recommend that a 2 to 4-inch thick “mud-mat” of lean (2,000 psi) concrete be placed on the bearing soils before
placement of reinforcing steel to help protect the bearing soils from further disturbance. Also, concrete should
not be placed on frozen subgrades.
4.4 Floor Slabs
Ground-level floor slabs may be supported on the low plasticity residual soils or newly placed structural fill soils.
A 4-inch thick layer of washed stone (NCDOT No. 57 or No. 67) or a 6-inch thick layer of compacted ABC stone, as
well as a plastic moisture vapor barrier, should be provided beneath all building floor slabs to provide a capillary
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 12
break in areas where floor coverings/spaces prohibit a damp slab condition. The floor slabs should be designed
to resist the anticipated dead and live loads. We recommend that the floor slabs be designed using a Standard
Modulus of Subgrade Reaction (k) of 100 pounds per cubic inch. The Standard Modulus of Subgrade Reaction
represents the value correlated for a 30-inch diameter Plate Bearing Test.
Immediately prior to constructing the floor slabs, we recommend that the areas be evaluated to detect any
softened, loosened, or disturbed areas that may have been exposed to wet weather or construction traffic. Areas
that are found to be disturbed or unsuitable should be undercut and replaced with adequately compacted
structural fill. This evaluation should be performed by a staff professional or a senior soil technician under his/her
direction.
4.5 Below-Grade Walls
Any below-grade walls (stem walls or other retaining walls) planned should be designed with regard to the lateral
pressure exerted by the retained soils in accordance with the 2012 North Carolina Building Code. In addition to
the lateral loads exerted by the retained materials, allowances should be included for lateral stresses imposed by
any temporary or long-term surcharge loads, such as cars or trucks, adjacent to the tops of the walls, including
foundation loads from adjacent buildings. External stability of the proposed retaining walls should be checked
during design, including resistance to sliding, overturning, and global slope failure.
The pressures exerted on walls will depend on the materials used as backfill and on the boundary condition (i.e.,
allowable movement) at the top of the wall. Basement walls are typically restrained from rotation/movement and
should be designed using “at-rest” lateral earth pressures. Walls that are not restrained from movement (e.g.,
cantilever retaining walls) can be designed using “active” lateral earth pressures; however, the lateral movement
can result in settlement behind the walls which could cause distress in slabs, structures, and utilities. Design of the
retaining walls should consider the boundary conditions and the amount of acceptable deflection. Based on the
locally available, suitable fill soils (i.e., low plasticity or granular materials), we recommend the following lateral
earth pressure parameters be used:
Table 4-1: Below-Grade Wall Design Parameters
Lateral Earth Pressure
Condition
Coefficient Equivalent Fluid Pressure
(γEQ)
At-Rest (Ko)= 0.53 64 psf/ft*
Active (KA)= 0.36 43 psf/ft*
Passive (KP)= 2.77 332 psf/ft*
Unit Weight of Soil (moist) 120 pcf**
*psf/ft – pounds per square foot per foot **pcf – pounds per cubic foot
A minimum of 12 inches of free-draining granular material and/or approved manufactured product should be
placed directly behind the walls to provide drainage and prevent buildup of hydrostatic forces.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 13
Plastic clays and clayey silt soils (CH and MH) should not be used as wall backfill. Care should be taken to prevent
retaining wall backfill from being over-compacted, as this could result in excessive lateral stresses against the
walls. Hand-held equipment should be used to avoid placing high stresses on the walls during compaction.
Heavy compactors and grading equipment should not be allowed to operate within 5 to 10 feet of the walls
during backfilling to avoid developing excessive temporary or long-term lateral soil pressures.
4.6 Pavements
We anticipate that the majority of the proposed pavement subgrade soils will consist of residual soils or newly
placed structural fill soils. As previously discussed, plastic silty clay soils (CH) and clayey silt (MH) soils, if
encountered, are not generally suitable for direct support of the pavement subgrade due to their shrink/swell
potential and sensitivity to changes in moisture. In order to mitigate the risk of future pavement distress
associated with these materials, the site preparation and undercut recommendations discussed previously should
be implemented.
Pavement section thicknesses are dependent on the subgrade soil conditions and loading (i.e., Equivalent Single
Axle Loads). Although details on pavement loading conditions associated with the project have not been
provided, we have assumed design parameters for use in our pavement design.
Our experience with the silty and clayey soils which may be used as pavement subgrade material indicates typical
soaked CBR values of 3 to 5 percent. A design CBR value of 4% was chosen for design purposes. An estimated
Equivalent Single Axle Load (18-kip ESAL) of 30,000 for light-duty pavements and 200,000 for heavy-duty
pavement areas over a 20-year design life was used in the design. If actual pavement loading conditions become
available, we request the opportunity to evaluate our pavement thickness recommendations.
Typical pavement sections based on the anticipated traffic and subgrade conditions are presented in the following
table.
Table 4-2: Recommended Pavement Sections
Pavement
Type
Material Thickness (inches)
Standard-
Duty
Heavy-
Duty
Rigid
Concrete (4,000 psi) 4 6
Aggregate Base Course (ABC)
(recommended) 6 6
Flexible
Asphalt Surface Course (SF 9.5B) 3 1.5
Asphalt Intermediate Course (I 19.0B) - 2.5
Aggregate Base Course (ABC) 6 8
Standard-duty pavements should be designated for car parking areas and lightly traveled service roads. Heavy-
duty pavements should be designated for entrances and exits, access roads, driveways, truck lanes, and areas in
front of loading docks and dumpsters.
Geotechnical Engineering Report
Kontane Expansion
Statesville, North Carolina
S&ME Project No. 1335-17-067
November 28, 2017 14
The early placement of the aggregate base course will minimize the deterioration of the prepared soil subgrades.
However, some loss of aggregate due to rutting and surface contamination may occur prior to final asphalt
paving. Some infilling and re-grading of the aggregate in conjunction with sweeping with a wire broom may be
required.
Prevention of infiltration of water into the subgrade is essential for the successful performance of any pavement.
Both the subgrade and the pavement surface should be sloped to promote surface drainage away from the
pavement system.
5.0 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
warranty, expressed or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from the
subsurface exploration. The nature and extent of variations between the borings will not become evident until
construction. If variations appear evident, then we will re-evaluate the recommendations of this report. In the
event that any changes in the nature, design, or location of the structure are planned, the conclusions and
recommendations contained in this report will not be considered valid unless the changes are reviewed and
conclusions modified or verified in writing.
We recommend that S&ME be provided the opportunity to review the final design plans and specifications in
order that earthwork and foundation recommendations are properly interpreted and implemented.
Appendices
AS SHOWN
TJH
KHH
11/28/2017
1
1335-17-067
SITE VICINTY PLAN
KONTANE EXPANSION
328 CRAWFORD ROAD
STATESVILLE, NORTH CAROLINA
FIGURE NO.SCALE:
DRAWN BY:
CHECKED BY:
DATE:PROJECT NO.:
SITE
Approximate
Site Location
TJH
KHH 2
1335-17-067
TEST LOCATION PLAN
KONTANE EXPANSION
328 CRAWFORD ROAD
STATESVILLE, NORTH CAROLINA
FIGURE NO.DRAWN BY:
CHECKED BY:
SCALE:
DATE:
1” = 200’
11/28/2017
PROJECT
NO:
LEGEND
APPROXIMATE BORING LOCATION0’100’ 200’
GRAPHIC SCALE NOTE: IMAGE PROVIDED BY PATILLO CONSTRUCTION CORPORATION
AND MODIFIED BY S&ME TO SHOW APPROXIMATE TEST LOCATIONS.
DO NOT USE DRAWING TO DETERMINE DISTANCES OR QUANTITIES.
B-9
B-5
B-8
B-4
B-7
B-3
B-6
B-1
B-2
B-10
TJH
KHH 3
1335-17-067
TEST LOCATION PLAN
KONTANE EXPANSION
328 CRAWFORD ROAD
STATESVILLE, NORTH CAROLINA
FIGURE NO.DRAWN BY:
CHECKED BY:
SCALE:
DATE:
1” = 200’
11/28/2017
PROJECT
NO:
LEGEND
APPROXIMATE BORING LOCATION0’100’ 200’
GRAPHIC SCALE NOTE: IMAGE PROVIDED PATILLO CONSTRUCTION CORPORATION AND
MODIFIED BY S&ME TO SHOW APPROXIMATE TEST LOCATIONS.
DO NOT USE DRAWING TO DETERMINE DISTANCES OR QUANTITIES.
B-9
B-5
B-8
B-4
B-7
B-3
B-6
B-1
B-2
B-10
Debris/StockpileLarge Soil
Stockpile
RQD
Asphalt
Concrete
Topsoil
Gravel
Sand
Silt
Shelby Tube
Split Spoon
Rock Core
No Recovery
Silty Sand
Clayey Sand
Sandy Silt
HC
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
Fill
0 to 4
5 to 10
11 to 30
31 to 50
Over 50
(Shown in Water Level Column)
- Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
Run Times 100%.
- Total Length of Sound Rock Segments
Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
Total Length of the Core Run Times 100%.WATER LEVELS
CONSISTENCY OF COHESIVE SOILS
CONSISTENCY
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
REC
Clay
Organic
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
RELATIVE DENSITY OF COHESIONLESS SOILS
= Water Level At Termination of Boring
= Water Level Taken After 24 Hours
= Loss of Drilling Water
= Hole Cave
RELATIVE DENSITY
Very Loose
Loose
Medium Dense
Dense
Very Dense
SAMPLER TYPES
(Shown in Samples Column)
TERMS
Standard
Penetration
Resistance
Clayey Silt
Sandy Clay
(Shown in Graphic Log)
Silty Clay
Partially Weathered
Rock
Cored Rock
- The Number of Blows of 140 lb. Hammer Falling
30 in. Required to Drive 1.4 in. I.D. Split Spoon
Sampler 1 Foot. As Specified in ASTM D-1586.
0 to 2
3 to 4
5 to 8
9 to 15
16 to 30
31 to 50
Over 50
SOIL TYPES
8
3
4
4
5
8
7
3
6
4
6
12
7
3
4
3
3
5
15
6
10
8
11
20
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (4 inches)
FILL: SANDY SILT (ML) - stiff to firm, red
brown, moist
FILL: SANDY CLAY (CL) - stiff to firm, brown,
moist
RESIDUUM: CLAYEY SILT (MH) - very stiff,
orange red, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 1
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/26/17
DRILL RIG: CME 550X
DRILLER: DH/MT
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
15
6
10
8
11
20
3
5
4
4
3
13
2
8
6
5
3
22
2
3
3
3
3
8
5
13
10
9
6
35
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (2 inches)
RESIDUUM: SANDY CLAY (CL) - firm to stiff,
brown red, moist
SANDY SILT (ML) - stiff to firm, orange red,
trace mica, moist
SILTY SAND (SM) - dense, gray tan, trace
mica, fine to medium grained, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 2
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/25/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
5
13
10
9
6
35
6
5
3
4
3
3
6
8
3
5
2
2
4
3
3
16
5
2
50/.4
12
13
6
9
5
5
50/.4
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
ss-7
Topsoil (1 inch)
RESIDUUM: SANDY SILT (ML) - stiff, red
brown, moist
SILTY SAND (SM) - loose, brown tan, trace
mica, fine to medium grained, moist
SANDY SILT (ML) - stiff to firm, tan orange,
moist to wet
PARTIALLY WEATHERED ROCK: SILTY
SAND - tan gray, fine to medium grained
Boring terminated at 23.9 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 3
EASTING: 2nd 6in / RECBORING DEPTH:23.9 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/25/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
12
13
6
9
5
5
100
6
4
7
6
3
3
3
4
7
6
10
6
3
4
3
4
3
3
5
3
4
3
3
3
13
10
17
12
6
7
6
8
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
SS-8
FILL: CLAYEY SILT (MH) - stiff, red brown, with
fine sand seams, trace mica, dry
FILL: SANDY SILT (ML) - very stiff, red brown,
trace mica, moist
RESIDUUM: SANDY SILT (ML) - stiff, orange
red, trace mica, moist
SANDY SILT (ML) - firm to stiff, tan gray, trace
mica, wet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 4
EASTING: 2nd 6in / RECBORING DEPTH:45.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:31 feet on 10/26/17
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 2
DATE DRILLED: 10/25/17
DRILL RIG: CME 550X
DRILLER: DH/MT
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20
25
30 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
13
10
17
12
6
7
6
8
2
2
4
3
3
6
2
2
3
5
5
10
SS-9
SS-10
SS-11
SANDY SILT (ML) - firm to stiff, tan gray, trace
mica, wet (continued)
Boring terminated at 45 feet
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 4
EASTING: 2nd 6in / RECBORING DEPTH:45.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:31 feet on 10/26/17
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 2 of 2
DATE DRILLED: 10/25/17
DRILL RIG: CME 550X
DRILLER: DH/MT
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
35
40
45 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
5
5
10
3
4
5
3
3
3
2
6
5
4
3
4
3
4
4
3
2
3
5
10
10
7
6
7
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (1 inch)
RESIDUUM: CLAYEY SILT (MH) - firm, red
brown, moist
SANDY SILT (ML) - stiff to firm, orange tan,
moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 5
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/26/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
5
10
10
7
6
7
2
3
4
3
5
3
3
3
5
8
6
4
2
3
4
3
4
2
5
6
9
11
11
7
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
FILL: SANDY SILT (ML) - firm to stiff, brown
red, trace mica, moist
RESIDUUM: SANDY SILT (ML) - firm, brown
orange, trace, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 6
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/25/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
5
6
9
11
11
7
4
7
7
4
3
4
5
11
10
5
3
5
3
4
5
3
3
3
9
18
17
9
6
9
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (6 inches)
RESIDUUM: SILTY CLAY (CH) - stiff to very
stiff, red brown, with fine sand seams, moist
SANDY SILT (ML) - very stiff to stiff, orange red,
moist
SANDY SILT (ML) - firm to stiff, tan gray, trace
mica, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 7
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/26/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
9
18
17
9
6
9
4
9
5
5
4
4
6
11
6
6
4
6
3
6
3
3
2
2
10
20
11
11
8
10
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (6 inches)
RESIDUUM: CLAYEY SILT (MH) - stiff to very
stiff, red brown, moist
SANDY SILT (ML) - stiff, orange brown, trace
mica, moist
SANDY SILT (ML) - firm to stiff, tan gray, trace
mica, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 8
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/26/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
10
20
11
11
8
10
5
3
3
4
3
3
5
4
3
4
4
4
3
2
2
3
3
2
10
7
6
8
7
7
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
Topsoil (4 inches)
RESIDUUM: SANDY SILT (ML) - stiff to firm,
orange brown, trace mica, moist
SANDY SILT (ML) - firm, tan, trace mica, moist
Boring terminated at 20 feet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B- 9
EASTING: 2nd 6in / RECBORING DEPTH:20.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:Not Encountered
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 1
DATE DRILLED: 10/26/17
DRILL RIG: CME 550X
DRILLER: DH/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
10
7
6
8
7
7
5
2
1
3
2
2
2
1
6
7
2
4
4
4
3
1
3
2
2
3
3
3
2
1
11
9
3
7
6
6
5
2
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
SS-8
Topsoil (1 inch)
RESIDUUM: SANDY SILT (ML) - stiff, orange
brown, trace mica, moist
SANDY SILT (ML) - soft, orange brown, moist
SANDY SILT (ML) - firm, orange gray, trace
mica, moist
SANDY SILT (ML) - firm, gray tan, trace mica,
wet
SANDY SILT (ML) - very soft, gray tan, trace
mica, wet
HC
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B-10
EASTING: 2nd 6in / RECBORING DEPTH:40.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:23.3 feet on 10/26/17
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 1 of 2
DATE DRILLED: 10/25/17
DRILL RIG: CME- 45B
DRILLER: LG/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
5
10
15
20
25
30 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
11
9
3
7
6
6
5
2
2
9
3
20
1
5
5
29
SS-9
SS-10
SANDY SILT (ML) - firm, gray tan, trace mica,
wet
SANDY SILT (ML) - very stiff, gray tan, trace
mica, moist
Boring terminated at 40 feet
THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMEDPROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL ACCORDANCEWITH ASTM D-1586.
STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
1.
2.
3.
4.
PROJECT:
B-10
EASTING: 2nd 6in / RECBORING DEPTH:40.0 ft
LOGGED BY:T. Hill
3rd 6in / RQDGRAPHICLOGN VALUEDEPTH(feet)NOTES:
Kontane Expansion
Statesville, North Carolina
NORTHING:
ELEVATION:
WATER LEVEL:23.3 feet on 10/26/17
ELEVATION(feet-MSL)WATER LEVELREMARKS
SAMPLE NO.SPT REC. (in.)SAMPLE TYPEPage 2 of 2
DATE DRILLED: 10/25/17
DRILL RIG: CME- 45B
DRILLER: LG/MT/DS
HAMMER TYPE: Automatic
SAMPLING METHOD: Split spoon
DRILLING METHOD: 2¼" H.S.A.
35
40 1st 6in / RUN #BLOW COUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-067
S&ME BORING LOG BORING LOGS.GPJ S&ME.GDT 8060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
5
29
- -
x o
x o o
x o o x
#4
#20
ASTM D 698
#200
Bulk Gravity
% Moisture
Location:
101.4Maximum Dry Density
Red Brown Coarse to Fine Sandy Silt (ML)
Method A
10/27/2017
Project Manager
Date
Mechanical Rammer Manual Rammer
Technical Responsibility Signature
Moist Preparation
References / Comments / Deviations:ND: Not Determined
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
3/8 inch Sieve#4 Sieve
#DIV/0!
Corrected for Oversize Fraction (ASTM D 4718)
3/4 inch Sieve
Opt. MC
Plastic Limit
ND
Project Name:
Client Name:
Client Address:
Sample Description:
Quality Assurance
Bulk-1 Sample Date:Boring #:Sample #:
Offset:NA
Test Date(s):
Depth:
328 Crawford Rd.,Statesville, NC
Kontane
59.6%
Moisture-Density Curve Displayed:
% Oversize
MDD
Kristen Hill
10/30-11/5/17
Kontane Logistics
Stockpile
Borehole
26.5%
35
14
NA
Oversize Fraction
% Passing
Soil PropertiesNatural
Moisture
Content
3/8"
Optimum Moisture Content
#10
75.5%
98.4%
92.9%
49
Sieve Size used to separate the Oversize Fraction:
Dry Preparation
Fine Fraction
#60
#40
Liquid Limit
Plastic Index
Specific
Gravity of Soil
#100
Form No. TR-D698-2
Revision No. : 1
Revision Date: 07/25/17
MOISTURE - DENSITY REPORT
52.2%
97.0%
21.4% PCF.
Report Date:11/27/171335-17-067 Phase 01
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
67.7%
S&ME Project #:
84.5%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Position
2.65
85.0
90.0
95.0
100.0
105.0
110.0
10.0 15.0 20.0 25.0 30.0 35.0Dry Density (PCF)Moisture Content (%)
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures
S&ME,Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1335-17-067 Phase 01 Bulk-1 Proctor.xlsx
Page 1 of 1
A
B
C
D
E
F
N
LL
25
LIQUID LIMIT, PLASTIC LIMIT,
& PLASTIC INDEX
Form No. TR-D4318-T89-90
AASHTO T 90xo
Revision Date: 7/26/17
Revision No. 1
Project #:
Project Name:
ASTM D 4318 AASHTO T 89 o
S&ME ID #Cal Date:
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Sample Description:
7/29/2017
11/27/17
328 Crawford Rd., Statesville, NCClient Address:
Client Name:
Grooving tool
Cal Date:Type and Specification
NALocation:
Boring #:
Type and Specification
Oven 22151
3/1/2017
3222
Kontane Logistics
30283
Red Brown Coarse to Fine Sandy Silt (ML)
Report Date:
Sample Date:
Kontane Test Date(s) 10/3-11/27/17
S&ME ID #
1/25/2017
Bulk-1
Balance (0.01 g)
Stockpile Sample #:
Offset:
10/27/17
1335-17-067 Phase 01
Elevation:Borehole NA
24
Tare Weight
18.81
13.86
Moisture Contents determined by
ASTM D 2216
3.52
# OF DROPS
% Moisture (D/E)*100 47.9%
28
40
Dry Soil Weight (C-A)
LL = F * FACTOR
7.35
Wet Soil Weight + A
Dry Soil Weight + A
Water Weight (B-C)
34.7%
One Point Liquid Limit
23
Factor
0.979
0.985
0.99
1.62
22.07
4.65 4.95
Group Symbol
Plastic Limit
One-point Method
Plastic Index
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
19.61
27.44
14.49
3.63
23.24
Ave.Average
Wet Preparation Dry Preparation
18
Technician Name Date Technical Responsibility
24
Estimate the % Retained on the #40 Sieve:
1.000
NP, Non-Plastic
Karen Warner
Air Dried
Kristen Hill
Notes / Deviations / References:
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ML
49
35
Date
1.014
29 1.018
1.009
N
20
21
22
N Factor
LL Apparatus 27716
JC
2/8/2017
Liquid LimitPan #
Tare #: S Gamma
Grooving tool
Grooving tool
12.69 12.24 15.80
23.06
24
49.3%
7.37
23.56
20.04
4.38
20.45
34.8%51.1%
8.57
Plastic Limit
34.5%
1.71
20.52
o
0.974
28
27
26 1.005
14
Multipoint Method
0.995 30 1.022
Liquid Limit
15 20 25 30 35 40
40.0
45.0
50.0
55.0
60.0
10 100% Moisture Content# of Drops
S&ME, INC. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1335-17-067 Phase 01 Bulk-1 PI.xlsx
Page 1 of 1
17.4%
23.3%
Fine Sand < 0.425 mm and > 0.075 mm
S&ME, Inc. Charlotte: 9751 Southern Pine Boulevard, Charlotte, NC 28273
10/31-11/6/17
Form No: TR-D422-WH-1Ga
Revision No. 1
< 75 mm and > 4.75 mm (#4)Silt < 0.075 and > 0.005 mmGravel
Kontane Logistics
BulkBulk-1 Type:
Client Name:
Revision Date: 8/10/17
ASTM D 422
Cobbles < 300 mm (12") and > 75 mm (3")
Sample Date:
11/27/17
Borehole NA
Sample Description:
Sample:Location:
Project #:
Client Address:
Test Date(s):
Report Date:1335-17-067 Phase 01
3/8"
< 2.00 mm and > 0.425 mm (#40)
Coarse Sand < 4.75 mm and >2.00 mm (#10)
Kontane
328 Crawford Rd., Statesville, NC
Red Brown Coarse to Fine Sandy Silt (ML)
Elevation:Bulk-1
Project Name:
Sample Id.
Medium Sand
Maximum Particle Size
3.0%
Specific Gravity ND
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Kristen Hill
Notes / Deviations / References:
Technical Responsibility Signature Date
oSoft
10/27/17
Plastic Index
Position
17.4%
26.5%
Fine Sand
Project Manager
o x
Fine Sand
Silt & Clay
SIEVE ANALYSIS OF SOILS
Coarse Sand
Clay < 0.005 mm
4.1%
Colloids < 0.001 mm
Plastic Limit
Moisture Content
52.2%
14
x
Medium Sand 23.3%4.1%
Hard & Durable x
Angular
Weathered & Friable
Description of Sand & Gravel Particles:Rounded
Medium Sand
35
Coarse Sand
Gravel
Liquid Limit 49
3"1.5" 1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.010.101.0010.00100.00Percent Passing (%)Millimeters
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1335-17-067 Phase 01 Bulk-1 Wash.xlsx
Page 1 of 1