The Walking Company - 1335-17-005 Walking Company Building Expansion

Geotechnical Engineering Report
Walking Company Building Expansion
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
Prepared for:
Exeter Property Group
5784 Lake Forest Drive, Suite 295
Atlanta, Georgia 30328
Prepared by:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
March 2, 2017
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 ii
Table of Contents
1.0 Introduction............................................................................................................1
1.1 Project and Site Descriptions...........................................................................................1
1.2 Purpose and Scope...........................................................................................................2
2.0 Exploration Procedures ........................................................................................2
2.1 Field Activities..................................................................................................................2
2.2 Laboratory Testing...........................................................................................................3
3.0 Area Geology and Subsurface Conditions.......................................................3
3.1 Physiography and Area Geology...................................................................................3
3.2 Subsurface Conditions.....................................................................................................5
3.3 Laboratory Summary.......................................................................................................5
4.0 Conclusions and Recommendations .................................................................6
4.1 Earthwork..........................................................................................................................6
4.1.1 Site Preparation...................................................................................................................6
4.1.2 Existing Fill Soils................................................................................................................6
4.1.3 Expansive Soils....................................................................................................................7
4.1.4 Excavations .........................................................................................................................8
4.1.5 Groundwater.......................................................................................................................8
4.1.6 Proofrolling/Subgrade Evaluation.......................................................................................8
4.1.7 Subgrade Repair After Exposure.........................................................................................9
4.1.8 Fill Material and Placement..............................................................................................10
4.1.9 Cut and Fill Slopes............................................................................................................10
4.2 Seismic Design Parameters ...........................................................................................10
4.3 Foundation Support.......................................................................................................11
4.4 Floor Slabs........................................................................................................................11
4.5 Below-Grade Walls.........................................................................................................12
4.6 Pavements........................................................................................................................13
5.0 Limitations of Report..........................................................................................14
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 iii
List of Figures
Figure 3-1: Physiographic Provinces of North Carolina.......................................................................4
Figure 3-2: Typical Piedmont Weathering Profiles ...............................................................................4
List of Tables
Table 3-1: Results of Indexing Laboratory Tests....................................................................................6
Table 4-1: Below-Grade Wall Design Parameters................................................................................12
Table 4-2: Recommended Pavement Sections......................................................................................13
Appendix
Site Vicinity Map, Figure 1
Boring Location Plan, Figure 2
Legend to Soil Classification and Symbols
Boring Logs
Laboratory Test Results
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 1
1.0 Introduction
1.1 Project and Site Descriptions
Project information is based on a telephone conversation between Adam Duerr of Exeter Property Group
(Exeter) and Clyde Blanton of S&ME on November 18, 2016, an e-mail sent from Joseph Willard of
Edwards Construction to Mr. Blanton later that day, and email correspondence between Andrew Blain and
Be Abernathy of WPGM Inc. and Luis Campos of S&ME on February 27 and 28, 2017. A site sketch, and
aerial image of the site, several site drawings from 2004 and 2006 were provided in the e-mail
correspondences.
We understand that Exeter and Edwards Construction are planning an expansion to the Walking Company
facility located at 519 Lincoln County Parkway Extension in Lincolnton, North Carolina. The approximate
site area is shown on the Site Vicinity Map (Figure 1) in the Appendix. The site currently consists of an
approximately 224,000-square foot, primarily single-story high bay building with paved parking and truck
loading dock areas on the west side of the building. Some portions of the building have a mezzanine
level. The finished floor elevation (FFE) of the existing building is 860 feet. An aerial image obtained from
Google Earth Pro™(dated October 8, 2016) is generally consistent with conditions encountered during
our site reconnaissance and is shown on the Boring Location Plan (Figure 2) in the Appendix. A review of
aerial images also shows that the site grading for the current building and expansion area occurred
concurrently in 2006.
Based on the referenced drawings, plans are to expand the 400-foot wide building approximately 208 feet
to the south, resulting in an 84,000 square-foot expansion. Plans also include adding truck loading areas
on the southwest side of the building. The majority of the expansion area appears to be relatively level
and near the planned FFE of the building expansion of 860 feet, as this area was previously graded during
original construction. WGPM indicated that column loads immediately adjacent to the existing structure
will be on the order of 60 kips, and column loads for other areas of the building will be on the order of
105 kips. Detailed grading information and previous information on fill placement (i.e. compaction
related documents) have not been provided.
In developing the conclusions and recommendations in this report, we have made the following
assumptions:
♦The building expansion will be similar to the existing building (single story high-bay structure with
a presumed slab-on-grade floor system).
♦Less than 5 feet of cut/fill will be required to reach design grades.
♦Traffic conditions for the truck loading area will include light- to moderately-heavy trucks.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 2
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 building expansion
project. S&ME has completed the following scope of geotechnical services for this project:
♦Visited the site to observe site surface conditions and mark boring locations.
♦Contacted North Carolina 811 and subcontracted a private utility locator to have them mark the
locations of existing underground utilities at the site.
♦Mobilized an ATV-mounted drill rig and crew to the site.
♦Drilled seven (7) soil test borings.
♦Attempted groundwater level measurements.
♦Backfilled the boreholes with soil cuttings to the ground surface. A hole closure device was
installed near the ground surface in each borehole.
♦Performed laboratory testing consisting of moisture content, grain-size distribution, and
Atterberg limits on a select soil sample.
♦Performed geotechnical analysis and prepared this geotechnical report.
2.0 Exploration Procedures
2.1 Field Activities
In order to explore the general subsurface conditions at the project site, seven soil test borings (B-1
through B-7) were drilled to depths of 15 to 39.9 feet below existing grades between February 10 and 13,
2017. The borings were advanced at the approximate locations shown on the Boring Location Plan
(Figure 2) in the Appendix. The boring locations were selected by S&ME and were located in the field by
an S&ME staff professional from our office by measuring distances and approximating right angles from
existing site features.
A CME-550X drill rig mounted on an all-terrain vehicle (ATV) 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 of the borings at the termination of drilling activities
and after a waiting period of 1 day in Borings B-3 through B-7. All borings were backfilled with soil
cuttings (utilizing a hole closure device) to the ground surface on or before February 14, 2017.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 3
2.2 Laboratory Testing
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,
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 Boring Logs in the Appendix. 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.
Laboratory classification tests were also performed on a select soil sample to confirm visual soil
classifications and estimate the engineering properties of the soils tested. Laboratory testing included:
Moisture Content:The moisture content is the ratio, expressed as a percentage, of the
weight of water in a given mass of soil to the weight of the solid particles. This test was
conducted in general accordance with ASTM D2216.
Grain Size Test:Grain size tests were performed to determine the particle size and
distribution of the samples tested. To perform the test, the sample was dried, weighed,
and washed over a No. 200 mesh sieve. The dried sample was then passed through a
standard set of nested sieves to determine the grain size distribution of the soil particles
coarser than the No. 200 sieve. This test was conducted in general accordance with the
Sieve Analysis portion of ASTM D422.
Atterberg Limits Test:Atterberg Limits testing determines the plasticity characteristics
of soil. The Plasticity Index (PI) is representative of this characteristic and is bracketed by
the Liquid Limit (LL) and the Plastic Limit (PL). These tests were conducted in general
accordance with ASTM D4318.
Results of the laboratory testing are presented in Section 3.3 and in the Appendix.
3.0 Area Geology and Subsurface Conditions
3.1 Physiography and Area Geology
The site is located in Lincolnton, which is located in the Inner Piedmont Belt of the Piedmont
Physiographic Province 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.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 4
Figure 3-1: Physiographic 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.
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
APPROXIMATE
SITE LOCATION
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 5
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 consists of topsoil underlain by fill
soils, residual soils, and PWR. 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 encountered a surficial layer of topsoil with thicknesses ranging
from approximately 2 to 6 inches.
Fill Soils:Fill soils were encountered below the surficial topsoil in Borings B-1 and B-3 through B-7, and
extended to depths of approximately 5.5 to 17 feet. The fill soils generally consisted of loose to medium
dense silty sand (USCS classification SM), stiff to very stiff sandy silt (ML), stiff to very stiff sandy clay (CL),
and stiff to very stiff clayey silt (MH). SPT N-values in the fill soils ranged from 9 to 18 blows per foot
(bpf). The fill soils were mostly noted as being moist and some of the fill soils were micaceous. Boring B-
7 was terminated in the fill soils at its target termination depth.
Residual Soils:Residual soils were encountered beneath either the surficial topsoil or fill soils in each of
the borings, except for Boring B-7. The residual soils generally consisted of loose to very dense silty sand
(SM), firm to very stiff sandy silty (ML), and stiff clayey silt (MH). SPT N-values ranged from 5 to 81 bpf in
the residual soils. Borings B-1 through B-4 and B-6 were terminated in residual soils at their target
termination depths.
Partially Weathered Rock:Partially Weathered Rock was encountered in Borings B-1, B-2, and B-5,
beneath the residual soils at depths ranging from about 8 to 17 feet. When sampled, the PWR generally
broke down to silty sand. Boring B-5 was terminated in PWR near its target termination depth.
Water Levels:Groundwater level measurements were attempted in the borings at the completion of
drilling operations and after a waiting period of at least one day for Borings B-3 through B-7. Water was
not encountered in any of the borings at drilling termination or after the 1-day waiting. 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.
3.3 Laboratory Summary
Laboratory classification tests (moisture content, grain-size distribution, and Atterberg limits) were
performed on a selected sample of residual soils. The results are summarized in the Table 3-1 and are
also presented in the Appendix.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 6
Table 3-1: Results of Indexing Laboratory Tests
Test
Location
Sample
Depth
(feet)
USCS
Classification
Natural
Moisture
Content (%)
Fines
(%)
Liquid
Limit
Plasticity
Index
B-7 1 – 2.5 MH 24.2 68.9 67 32
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
expansion footprint 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 expansion can be constructed as planned, and we recommend that shallow spread
foundations be considered for foundation support. In summary, some fill soils were encountered that will
need to be further evaluated during construction as the project area has been exposed for several years.
Also, we do not anticipate that groundwater or rock excavation will be required at this site. However,
PWR was encountered in some of the borings in the upper 10 feet. These (and other) items and the
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
Prior to initiating grading activities, debris, topsoil, and any vegetation or other unsuitable materials
should be stripped to a minimum of 10 feet outside the structural areas (i.e. building, pavements, etc.).
Topsoil thickness measurements at our boring locations ranged from about 2 to 6 inches. However, bare
spots and moderate sized trees were observed during our site reconnaissance so actual depths will vary.
While bare spots will not require stripping, it has been our experience that moderate sized trees can
require up to 12 inches of stripping to remove root bulbs. Stripping materials should be removed from
the site.
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 observed in Borings B-1 and B-3 through B-7 to depths of about 5.5 and 17 feet
below the ground surface. A review of the provided previous topographic information appears to
corroborate the observed fill depths. As previously discussed, these existing fill soils consisted of silty
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 7
sand (SM), sandy silt (ML), sandy clay (CL), and clayey silt (MH) materials, and exhibited SPT N-values that
ranged from 9 to 17 bpf. Our experience suggests that properly compacted fill will typically exhibit an
SPT N-value of at least 8 bpf. Based on visual observations of the split-spoon samples recovered and the
driller’s field observations, the fill encountered in the soil test borings appeared relatively clean and well
compacted.
The fill encountered was typically loose to medium dense and firm to very stiff. In addition, concentrated
organics, debris and other deleterious materials were not observed in the fill soils. Based on the results of
the soil test borings, the existing fill appears suitable for building and pavement support. However, due
to the wide spacing of the borings, the possibility of deleterious inclusions and variable density material in
or under the existing fill still exists. If the fill contains wood fragments, trash, organics, voids or soft
material, excessive settlement could result, causing building and slab-on-grade distress. By founding the
structure on or above the existing fill, the owner is accepting some risk of excessive settlements.
If any previous information regarding the monitoring and testing of the site grading activities is available,
we would appreciate the opportunity to review the testing results. In the absence of acceptable
documentation of previous monitoring and testing of the fill, a thorough field evaluation should be
performed during construction to further access the suitability of the existing fill. Such an evaluation may
consist of proofrolling, visual observations, possible test pits, and hand auger borings with Dynamic Cone
Penetrometer testing.
Given the time since previous site activities and the bare spots observed during the site reconnaissance,
the possibility exists that near-surface soils within the expansion area have deteriorated (though not
identified in our exploration). We recommend that a proper subgrade evaluation, as described in Section
4.1.6, will help identify areas that may need reworking. As the fill material type encountered in the
borings is generally suitable for building support, if isolated or major unsuitable areas are identified
during the subgrade evaluation we recommend that these areas be remediated. This will likely require
that the upper 1 to 3 feet of material in these areas be reworked and recompacted as described in Section
4.1.8. However, this should be performed under the direction of the project geotechnical engineer or
his/her senior soil technician.
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, clayey silts (MH) were encountered in the upper 3 feet of Boring B-7 and at depths as
shallow as 8 and 5.5 feet in Borings B-4 and B-6, respectively. These plastic soils have a moderate
shrink/swell potential, are very moisture sensitive, and can be difficult to work. Our experience in this area
of Lincolnton indicates that MH soils and, although not encountered, silty clay (CH) soils are predominant
as near-surface soils, and therefore may be encountered between boring locations, particularly at the
previous cut/fill line from previous grading operations.
Due to their shrink/swell potential, support of foundations, slabs, and pavements 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 (e.g., pavement, slab and foundation
subgrades). 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-
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 8
plasticity soils be provided between moderate- to high-plasticity silt and clay soils (MH and CH) and
building subgrades (e.g., slab and foundation subgrades), and 2 feet of separation material between MH
and CH soils and pavement subgrades. Based on the anticipated grades, it appears that this separation
will be provided in the building area based on Borings B-1 through B-6; however, undercut should be
anticipated in the pavement areas based on Boring B-7 in order to provide the recommended separation.
It should be noted that these expansive soils are fairly low-strength, sensitive to moisture, and can
degrade quickly when subjected to changes in moisture. Additional preparation of these materials
(undercutting, moisture-conditioning, etc.) should be anticipated particularly if construction occurs during
the wetter, cooler months of the year (November through April). Moderately plastic silts (MH) can be re-
used provided they are well-mixed with low plasticity soils or placed deeper than three feet from
structural subgrades. Highly plastic clays (CH), if encountered, are not considered suitable for re-use as
structural fill and should only be re-used in landscaped areas.
4.1.4 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 existing fill and residual soils. These
soils, as well as any newly placed fill, can typically be excavated using backhoes, trackhoes, front-end
loaders, bull dozers and other types of typical earthmoving equipment.
Partially Weathered Rock was encountered in three of the borings at a depths of about 8 to17 feet. While
grading information has not been provided, based on the depth of this material and the anticipated
limited earthwork activities, we do not anticipate that PWR excavation will be required at this site. 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, excavation of footings and utilities at locations or depths
between boring locations not encountered during this exploration.
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.
4.1.5 Groundwater
As previously noted, groundwater was not encountered in any of the borings performed. As such,
temporary or permanent dewatering is not anticipated at the site. However, it is not uncommon for
perched ground water to be locally encountered over PWR. The contractor should be prepared to
promptly remove perched water, if encountered.
4.1.6 Proofrolling/Subgrade Evaluation
Upon completion of the recommended stripping, grading, and undercutting operations, areas to provide
support for the foundations, floor slab, structural fill, and pavements should be proofrolled with a loaded
dump truck or similar pneumatic tired vehicle (minimum loaded weight of 20 tons) under the observation
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 9
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.
Additionally, the subgrade in all trench excavations (from removal of previous utilities) should be
evaluated by a staff professional prior to fill placement. The subgrade evaluation should consist of visual
observations, probing with a steel probe rod. Once the trenches are evaluated and approved, they should
be backfilled with adequately compacted structural fill as described in Section 4.1.8.
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.
4.1.7 Subgrade Repair After Exposure
The exposed subgrade soil can deteriorate when exposed to construction activity and environmental
changes such as freezing, erosion, softening from ponded rainwater, and rutting from construction traffic.
Laboratory testing of the on-site soils and our experience with local soils indicates that the on-site soils
and commonly available fill soils are very sensitive to moisture and their condition will degrade quickly if
these soils are allowed to saturate.
We recommend that exposed subgrade surfaces in the building and pavement areas 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 lime or cement, then the grading subcontractor should cover the exposed
subgrade 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.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 10
4.1.8 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 (Standard
Proctor). 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 (SM, ML) at the site 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. Highly plastic clays (CH), if encountered, should only
be re-used in landscaped areas.
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 (standard Proctor), 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.
4.1.9 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
and a minimum of 5 feet from pavement 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.
Although we are unaware of any planned ponds at the site, please note that slopes associated with ponds
should be analyzed independently for deep-seated and shallow surface stability as several factors
(planned pool elevation, side slopes, subgrade conditions, etc.), can dictate the maximum slope steepness
and type of ground cover required.
4.2 Seismic Design Parameters
The proposed expansion structure should be designed to resist possible earthquake effects as determined
in accordance with the North Carolina Building Code 2012 Edition (2009 International Building Code).
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 in the top 100 feet below the existing ground surface. Based on Section 1613 of the North Carolina
Building Code, the data indicate a Seismic Site Class D can be used for design.
The five percent damped design spectral response acceleration at short periods, SDS, and at 1 second
period, SD1, were determined to be 0.302g and 0.158g, respectively. For an Occupancy Category I, II, or III
structure, this would correspond to a Seismic Design Category C.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 11
4.3 Foundation Support
Provided the earthwork procedures and recommendations provided in this report are implemented, the
proposed building expansion can be adequately supported by a shallow foundation system. An allowable
bearing pressure of up to 4,000 pounds per square foot (psf) can be used for design of the foundations
bearing on the low-plasticity residual soils or newly placed structural fill. However, we recommend an
allowable bearing pressure of up to 3,000 psf should be used for the design of the foundations
immediately adjacent to the existing building to limit the differential settlement potential between the
new and existing construction.
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.
Based on the general stratigraphy in the building expansion area, our experience with similar projects, and
the anticipated magnitude of the building loads, the total and differential settlement potentials for the
lightly-loaded building expansion should be less than 1 inch and ½ inch, respectively, providing that our
recommendations are followed. We anticipate that total settlements for the column line immediately
adjacent to the existing building will need to be limited to ½ inch to allow for differential settlement
between the existing structure and this column line to be ½ inch. These conclusions are contingent upon
compliance with the site preparation and fill placement recommendations outlined in this report.
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 relatively soft soils, plastic soils (CH or MH), or other unsuitable materials in the footing
excavations, additional undercutting may be required.
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 (2000 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
Traditional ground/soil supported floor slabs may be supported on suitable existing fill soils, low-plasticity
residual soils, or properly compacted structural fill, provided the earthwork procedures outlined in this
report are implemented. A minimum 4-inch thick layer of stone (NCDOT No. 57 or No. 67) or minimum 6-
inch thick layer of compacted graded stone (NCDOT ABC), as well as a plastic moisture vapor barrier,
should be provided beneath all building floor slabs to provide a capillary 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 using a Standard Modulus of Subgrade Reaction (k) of 100 pounds per
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 12
cubic inch (pci). A higher modulus value of 150 pci can be considered by specifying a minimum 6-inch
compacted stone section below the slab. 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 indicate pumping action during proofrolling should be
undercut and replaced with adequately compacted structural fill. This evaluation should be performed
under the direction of the geotechnical engineer.
4.5 Below-Grade Walls
Any below-grade walls (loading dock or site 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/ foundation 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 pavements, 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)= 0.50 60 psf/ft*
Active (KA)= 0.33 40 psf/ft*
Passive (KP)= 3.00 360 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.
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
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 13
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
Based on the drawings provided to us, it appears that the southwestern portion of the site will consist of
heavy duty pavement. We anticipate that the majority of the proposed pavement subgrade soils will
consist of previously placed structural fill soils or newly placed structural fill soils. In order to mitigate the
risk of future pavement distress associated with the existing fill materials, the site preparation and
undercut recommendations discussed in sections 4.1.2 and 4.1.3 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 soils which may be used as pavement subgrade material indicates typical soaked CBR
values of 3 to 5 percent. A design CBR value of 3% was chosen for design purposes. An estimated
Equivalent Single Axle Load (18-kip ESAL) of 1,000,000 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 table
4-2.
Table 4-2: Recommended Pavement Sections
Heavy Duty
Pavement Type Material
Thickness
(inches)
Rigid Concrete (4,000 psi)6
Aggregate Base Course (ABC)
(optional)
6
Flexible Asphalt Surface Course (S9.5B)3
Asphalt Intermediate Course (I19.0B)4
Aggregate Base Course (ABC)6
Rigid pavement design procedures are based on ACI 330R “Guide for the Design and Construction of
Concrete Parking lots. The use of aggregate base course is optional and not required beneath the rigid
pavement structure however, the use of aggregate base course will minimize the deterioration of the soil
subgrades.
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.
Geotechnical Engineering Report
Walking Company Building Expansion
519 Lincoln County Parkway Extension
Lincolnton, North Carolina
S&ME Project No. 1335-17-005
March 2, 2017 14
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.
Appendix
SCALE:
CHECKED BY:
DRAWN BY:
DATE:
FIGURE NO.
1
PROJECT NO.:1335-17-005
AS SHOWN
KCK
LAC
3/2/2017
SITE
Approximate
Site Location
SITE VICINTY MAP
WALKING COMPANY BUILDING EXPANSION
519 LINCOLN COUNTY PARKWAY ESTENSION
LINCOLNTON, NORTH CAROLINA
SCALE:
CHECKED BY:
DRAWN BY:
DATE:JOB NO.:1335-17-005
FIGURE NO.
2
1” = 200’
KCK
LAC
3/2/2017
0’100’ 200’
GRAPHIC SCALE
BORING LOCATION PLAN
WALKING COMPANY BUILDING EXPANSION
519 LINCOLN COUNTY PARKWAY EXTENSION
LINCOLNTON, NORTH CAROLINA
NOTE: AERIAL IMAGE OBTAINED FROM GOOGLE EARTH PRO™AND
MODIFIED BY S&ME TO SHOW APPROXIMATE TEST LOCATIONS. DO
NOT USE DRAWING TO DETERMINE DISTANCES OR QUANTITIES.
LEGEND
APPROXIMATE BORING LOCATION
B-3
B-1
B-7
B-6
B-4
B-2 B-5
5
4
8
3
18
50/.3
19
8
5
14
4
18
26
5
4
5
3
11
27
13
13
9
22
7
36
50/.3
45
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
Topsoil (2 inches)
FILL: SANDY SILT (ML)- stiff, red orange,
trace to little mica, dry
RESIDUUM: SANDY SILT (ML)- very stiff,
red brown, some mica, some quartz fragments,
moist
SILTY SAND (SM)- loose, red orange, trace
mica, manganese, fine to medium grained,
moist
SILTY SAND (SM)- dense, brown black, trace
mica, some manganese, fine to medium
grained, moist
PARTIALLY WEATHERED ROCK: SILTY
SAND - brown red, fine to coarse grained
RESIDUUM: SILTY SAND (SM)- dense,
brown red, some mica, manganese, fine to
medium grained, dry
Boring terminated at 25 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:25.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/13/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
13
9
22
7
36
100
45
10
9
8
15
27
32
36
11
9
18
24
36
50/.4
45
5
10
8
11
18
20
23
21
18
26
39
63
50/.4
81
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
Topsoil (2 inches)
RESIDUUM: SILTY SAND (SM)- medium
dense, red orange, fine grained, moist
SILTY SAND (SM)- medium dense, orange
tan, trace mica, fine grained, moist
SILTY SAND (SM)- dense to very dense,
orange brown, trace mica, fine grained, moist
PARTIALLY WEATHERED ROCK: SILTY
SAND - trace mica, fine to coarse grained
RESIDUUM: SILTY SAND (SM)- very dense,
red brown, some mica, fine grained, dry
Boring terminated at 25 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:25.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/13/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
21
18
26
39
63
100
81
6
6
6
3
3
2
3
7
8
6
4
4
3
4
5
3
4
3
3
2
2
13
14
12
7
7
5
7
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
Topsoil (2 inches)
FILL: SANDY SILT (ML)- stiff, red brown,
trace mica, moist
RESIDUUM: SANDY SILT (ML)- stiff, tan
orange, trace mica, moist
SILTY SAND (SM)- loose, tan orange, trace
mica, trace manganese, fine grained, moist
SANDY SILT (ML)- firm, red brown, trace
mica, some manganese, moist to wet
SILTY SAND (SM)- loose, tan, with
manganese, fine grained, wet
Boring terminated at 25 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:25.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/13/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
13
14
12
7
7
5
7
5
7
5
5
42
7
10
6
10
8
5
22
6
11
5
5
4
4
24
7
13
11
17
13
10
64
13
21
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
Topsoil (3 inches)
FILL: SILTY SAND (SM)- medium dense, red
brown, trace mica, moist
FILL: SANDY SILT (ML)- very stiff, red brown,
trace mica, moist
FILL: SILTY SAND (SM)- medium dense, red
brown, trace mica, trace clay pockets, fine to
medium grained, moist
FILL: CLAYEY SILT (MH)- stiff, red brown,
trace mica, moist
RESIDUUM: SILTY SAND (SM)- very dense
to medium dense, white tan, trace mica, fine to
medium grained, moist
Boring terminated at 25 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:25.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/10/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
11
17
13
10
64
13
21
6
8
36
50/.2
31
36
7
7
31
21
50/.4
4
6
6
50/.3
13
18
50/.3
35
13
15
67
50/.3
50/.2
52
50/.3
50/.4
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
SS-8
Topsoil (3 inches)
FILL: SILTY SAND (SM)- medium dense, red
brown, trace mica, trace rock fragments, fine to
medium grained, moist
RESIDUUM: SILTY SAND (SM)- very dense,
white gray, trace mica, trace gravel, medium to
coarse grained, moist
PARTIALLY WEATHERED ROCK: SILTY
SAND - tan white, trace mica, fine to coarse
grained
RESIDUUM: SILTY SAND (SM)- very dense,
gray white, trace mica, trace rock fragments,
medium to coarse grained, dry
PARTIALLY WEATHERED ROCK: SILTY
SAND - tan white, fine to coarse grained
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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:39.9 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 2
NOTES:
DATE DRILLED:2/10/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25
30 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0
830.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
13
15
67
100
100
52
100
100
28
31
50/.4
50/.4
15
32
50/.4
50/.4
SS-9
SS-10
PARTIALLY WEATHERED ROCK: SILTY
SAND - tan white, fine to coarse grained
(continued)
Boring terminated at 39.9 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:39.9 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 2 of 2
NOTES:
DATE DRILLED:2/10/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
35 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
825.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
100
100
4
7
7
6
6
5
5
5
7
9
6
9
7
6
4
5
6
4
4
5
5
9
14
16
12
15
12
11
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
Topsoil (6 inches)
FILL: SILTY SAND (SM)- loose, brown, trace
mica, wet
FILL: SILTY SAND (SM)- medium dense,
white tan, some mica, fine to medium grained,
moist
FILL: CLAYEY SILT (MH)- very stiff, red
brown, trace mica, moist
FILL: SILTY SAND (SM)- medium dense,
brown red, some mica, fine to medium grained,
moist
FILL: SANDY CLAY (CL)- stiff, red brown,
with rock fragments, trace mica, moist
RESIDUUM: CLAYEY SILT (MH)- stiff,
orange tan, with manganese, moist to wet
Boring terminated at 25 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:25.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/10/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15
20
25 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0
840.0
835.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
9
14
16
12
15
12
11
6
8
7
5
5
11
8
11
7
6
5
8
7
4
5
17
16
18
12
11
SS-1
SS-2
SS-3
SS-4
SS-5
Topsoil (2.5 inches)
FILL: SILTY CLAY (MH)- very stiff, orange
brown, trace mica, moist
FILL: SANDY SILT (ML)- very stiff, red brown,
some mica, some clay pockets, moist
FILL: SANDY CLAY (CL)- stiff, red brown,
trace mica, moist
FILL: SANDY SILT (ML)- stiff, red brown,
trace mica, moist
Boring terminated at 15 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 GENERALACCORDANCE WITH 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:2nd6in/RECBORING DEPTH:15.0 ft
LOGGED BY:C. Kahill
3rd6in/RQDGRAPHICLOGNVALUEDEPTH(feet)Page 1 of 1
NOTES:
DATE DRILLED:2/10/17
DRILL RIG:CME-550
DRILLER:J.Marlowe
HAMMER TYPE:Automatic
SAMPLING METHOD:Split spoon
DRILLING METHOD:3¼" H.S.A.
5
10
15 1st6in/RUN#BLOWCOUNT/ CORE DATA
MATERIAL DESCRIPTION
BORING LOG
NOTES:
S&ME Project No. 1335-17-005
Walking Company Building Expansion
Lincolnton, North Carolina
NORTHING:
ELEVATION:860.0 ft
WATER LEVEL:Not Encountered
855.0
850.0
845.0ELEVATION(feet-MSL)WATERLEVELREMARKS
SAMPLENO.SPTREC.(in.)SAMPLETYPES&MEBORINGLOGBORINGLOGS.GPJS&ME.GDT3/2/178060302010
STANDARD PENETRATION TEST DATA
(blows/ft)
17
16
18
12
11
Cobbles Fine Sand < 0.425 mm and > 0.075 mm (#200)
Gravel
16.6%
Form No: TR-D422-WH-1Ga
Revision No. 0
< 75 mm and > 4.75 mm (#4)Silt < 0.075 and > 0.005 mm
Client Name:
Medium Sand
35
68.9%
32
Type:
Orange Brown Coarse to Fine Sandy Clayey Silt (MH)
Elevation:SS-1
#4
< 300 mm (12") and > 75 mm (3")
Quality Assurance
S&ME, Inc. ~ 9751 Southern Pine Boulevard~Charlotte, NC 28273
2/17-23/17Walking Company Building Expansion
5784 Lake Forest Drive, Suite 295, Atlanta, GA, 30328
Project Name:
Sample Date:
2/23/17
Borehole 0-2.5'
Sample Description:
Sample:Location:
Project #:
Client Address:
Sample ID:
Exeter Property Group
Split SpoonB-7
Revision Date: 07/14/08
ASTM D 422
Report Date:1335-17-005
Coarse Sand
Clay < 0.005 mm
3.0%
Colloids < 0.001 mm
Coarse Sand < 4.75 mm and >2.00 mm (#10)
10.0%
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
Technician Name: Date:
Coarse Sand
Soft
o x
o
Medium Sand3.0%
Hard & Durable x
< 2.00 mm and > 0.425 mm (#40)
24.2%
Fine Sand
Project Manager
Angular
Medium Sand
1.5%
Specific Gravity ND
Maximum Particle Size
Gravel
Liquid Limit 67
Technical Responsibility Signature DatePosition
ND: Not Determined
3/2/2017Luis Campos
Notes / Deviations / References:
Moisture Content
2/10/17
Plastic Index
Sieve Analysis of Soils
Test Date(s):
Weathered & Friable
Description of Sand & Gravel Particles:Rounded
o
Fine Sand
Silt & Clay
10.0%16.6%
Plastic Limit
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%
0.010.101.0010.00100.00PercentPassing(%)Millimeters
S&ME, Inc. - Corporate 3201 Spring Forest Road
Raleigh, NC. 27616
1335-17-005 B-7 SS-1 (0-2.5') Wash.xls
Page 1 of 1