Industrial Distribution Center - 4-16-08Brooks Dist Geo Tech Report 18-0054.040 (2)

1
March 12, 2018

Mr. Roger James
Superior Contracting
105 E. Center St. A-1
Mebane, NC 27302

Reference: Report of Subsurface Exploration and Geotechnical Evaluation
Brooks Distribution Warehouse
Mebane, North Carolina
Summit Project No. 18-0054.040

Dear Mr. James:

Summit Design and Engineering Services, PLLC (Summit) is pleased to submit this report of our
subsurface exploration and geotechnical evaluation for the referenced project located on US-70 in
Mebane, North Carolina. Our services were provided in accordance with Summit’s Proposal No.
G18-0023, dated February 14, 2018. This report presents a review of the project information
provided to us, a discussion of the site and subsurface conditions revealed during our field
investigation, and our engineering recommendations regarding geotechnical related aspects of the
proposed construction. The Appendix of this report contains a boring location diagram, the soil test
boring logs and the results of our laboratory testing.

PURPOSE OF STUDY

The purpose of the exploration was to evaluate subsurface soil conditions as they relate to site
grading, excavation, building foundations, and pavement subgrade support. More precisely, the
scope of the investigation included the following objectives:

• Location plan, exploration soil boring logs and description of subsurface conditions,
including regional geology and groundwater conditions;
• Results of laboratory tests;
• Recommended options for foundation systems, with applicable design criteria for each
foundation option and estimated settlements for each system;
• Lateral earth pressures and coefficients for below grade walls and cantilevered retaining
walls;
• Recommendations for slab-on-grade construction including design parameters (i.e.
modulus of subgrade reaction).
• Anticipated total and differential settlements;
• Foundation and underslab drainage systems, if necessary;
• In accordance with the North Carolina State Building Code, provide a Seismic site
classification and site-specific elastic design response spectrum based on the geologic,
tectonic, seismologic and soil characteristics associated with the site. The spectrum shall be
developed for a damping ratio of 0.05, unless a different value is shown to be consistent
with the site;
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

2
• General light- and heavy-duty pavement design recommendations for flexible (asphalt) and
rigid (concrete) pavement sections;
• Construction and earthwork recommendations, including subgrade preparation, grading and
compaction requirements, effect of weather or equipment on soil during construction,
groundwater control, analysis of expansive clays, or other deleterious conditions, etc.
Recommendations on repair measures will be provided where applicable;
• Design criteria for temporary excavation and temporary protection including excavation
sheeting, underpinning and groundwater control; and
• Suitability of on-site soils for re-use as compacted/structural fill.

The scope of services did not include any environmental assessment for the presence or absence of
wetlands or hazardous materials in the soil or groundwater of the site.

SUMMARY OF FINDINGS

A brief outline of our recommendations is summarized in Table 1. The following summary of
information should not be used exclusively as an evaluation of this site. The following sections of
this report present, in detail, the results of our geotechnical evaluation and should be carefully read.

TABLE 1

SUMMARY OF RECOMMENDATIONS FOR THE
PROPOSED BROOKS DISTRIBUTION WAREHOUSE

Recommended Foundation
System

Spread Footing Foundation System on Existing Soils and/or
Controlled Fill Subgrade

Note: MH soils should be undercut at all foundation locations.
Maximum Allowable Bearing
Pressure 1,500 psf for soil
Undercut Recommendations Undercut the existing elastic SILT (MH) to a minimum depth
of 3 feet below finished subgrade
Structural Fill Soils Soils with classification of ML and SM
Density Requirements 95% compaction of standard Proctor’s maximum dry density
98% compaction for the final 18 inches

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

3
PROJECT INFORMATION

We understand the project will consist of the construction of a new warehouse with truck loading
docks and parking spaces on the south side of the warehouse. The new warehouse will have a
Finished Floor Elevation (FFE) of EL 600.00. Bottom of footing elevation for the warehouse will
be 597.2, and bottom of footing elevation for the loading docks will be 593.2. Anticipated
foundation loadings were not provided to Summit; therefore, we have estimated maximum column
footing loads of 50 kips and maximum wall footing loads of 3.0 kips/foot. Based on the
information provided to Summit, site grading will required up to 20 feet of fill and 16 feet of
excavation. A retaining wall will be constructed to the north and east of the warehouse, but no
information regarding the retaining wall was provided to Summit.

FIELD EXPLORATION

Our field exploration to evaluate the subsurface materials included the performance of sixteen (16)
soil test borings. The borings were taken to depths between 10.6 feet and 48 feet below the existing
ground surface. The borings were located in the field by personnel from Summit. Ground surface
elevations shown on the boring logs were estimated from limited elevation points from site plans
provided by LE&D Professionals; therefore the elevations should be considered approximate.

The borings were drilled using 3¼ inch hollow stem augers with a CME-550 on a rubber-tracked
carrier. Standard Penetration Tests (SPT) were performed at selected intervals with a split spoon
sampler to determine N-values and obtain representative soil samples. Soil samples were taken at
2.5-foot intervals above a depth of 10 feet and at 5-foot intervals below 10 feet. Standard
Penetration Testing was performed in general accordance with ASTM D1586. The N-values are
used to estimate the in-situ relative density of cohesionless soils and the consistency of cohesive
soils.

Representative samples were sealed and transported to our laboratory, where they were examined
and visually classified by a geotechnical engineer and select samples tested. Soil classification was
performed in general accordance with Unified Soil Classification System (USCS) guidelines. Final
boring logs, included in the Appendix of this report, represent an interpretation of the driller’s field
logs, the geotechnical engineer’s evaluation of the samples, standard penetration tests values, and
results of our laboratory testing. Naturally, transitional changes in soil types are often gradual and
cannot be defined at a particular depth.

FINDINGS

Site Description
The project site is located on US-70 in Mebane, North Carolina. The new construction lies to the
west of the existing Brooks Distribution warehouse. Relief across the construction area is about 36
feet, with the highest point lying at the northeast corner of the new warehouse footprint at
approximately EL 616 and the lowest point at the southeast corner of the new construction at
approximately EL 580.

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

4
Area Geology
The Carolina Slate Belt was formed 550 to 650 million years ago from volcanic and sedimentary
rocks. Common within the rock formations of this region are felsic and mafic volcanic rocks and
felsic igneous intrusions (intrusive rocks). Within the intrusive category, granites, quartz
monzonites, granodiorites, quartz diorites, and diorites to gabbros are seen. This type of rock
generally weathers to produce a relatively thin residual soil overburden consisting primarily of silts
with the occasional boulder. Beneath the soil overburden, abrupt soil transitions create weathered
rock and hard bedrock. With volcanic rocks, more severe weathering creates a thicker soil
overburden that typically does not contain boulders. In many locations, the transitional zone,
referred to as weathered rock, between soil and rock is not well defined.

More specifically, the site appears to be located within an area that contains light gray to brown
Felsic Metavolcanic rock interbedded with mafic and intermediate metavolcanic rock, meta-argillite
and metamudstone.

FIGURE 1: North Carolina Geological Survey, March 13, 1998

Subsurface Conditions
Details of soil conditions encountered during our field exploration are shown on the individual Soil
Test Boring logs (B-01 through B-16) are included in the Appendix. Stratification boundaries
shown on the logs represent the approximate elevation of changes in soil type; however the in-situ
transition may be gradual. This section of the report provides a general discussion of subsurface
conditions encountered at the site during our subsurface exploration.

A surficial layer of topsoil was encountered in all sixteen soil test borings to depths of about one
foot. No fill material was encountered in any of the borings at the site.

Underlying the surficial layer of topsoil, the borings encountered residual soils. In general, the
residual soils consisted of an upper layer of elastic SILT (MH) to depths ranging from about 2 feet
up to 11 feet. Underlying the elastic SILT, the boring encountered saprolitic silty SAND (SM) and
Site
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

5
sandy SILT (ML). It should be noted that MH materials are very moisture sensitive and will lose
substantial strength at elevated moisture conditions.

Weathered rock was encountered in ten borings drilled at the site between depths of 4.5 and 28.5
feet. Bedrock was encountered in two of the borings between depths of 10.6 and 48.0. Based on
the required excavation depths for the proposed development, weathered rock may be encountered
during construction, particularly in the deeper excavations for utilities installation. Based on the
borings drilled at the site, we do not anticipate that excavation of bedrock will be required.

Temporary wells were installed at B-02, B-04 and B-13 for 24-hour groundwater monitoring.
Following 24 hours, B-02 and B-13 were dry, while B-04 held water at 27 feet below ground
surface. Additionally, prior to backfilling the drilled boreholes, the cave-in depths of the boreholes
and any groundwater encountered in the boreholes were measured. Cave-in depths of all borings
ranged from 1.0 feet to 18.0 feet below the existing ground surface. The cave-in depth may be an
indication of the general location of the groundwater table. Due to the fine-grained nature of the
soils at this site, ‘pockets’ of perched water could be encountered during excavation activities.

Laboratory Test Results
Summit’s laboratory testing included natural moisture content and Atterberg Limits tests (plasticity
index). Laboratory tests were conducted on split spoon samples of the surface materials recovered
from selected borings. The following laboratory tests were conducted in general accordance with
applicable ASTM standards.

• Natural Moisture Content (ASTM D 2216)
• Atterberg Limits (ASTM D 4318)
• Passing No. 200 Sieve (ASTM D 1140)

The results of our Atterberg testing indicate that moderately plastic soils exist on the site. Plastic
soils have a high potential for volumetric changes (shrink/swell) when exposed to varying moisture
conditions. The results of our laboratory classification tests are presented in Table 2.

TABLE 2
SUMMARY OF LABORATORY RESULTS
Atterberg Limits, Natural Moistures & % Passing #200
Boring No. Sample Depth
(ft.) LL PI
Natural
Moisture
(%)
% Passing
#200
(%)
USCS
Classification
B-2 1.0 – 2.5
split spoon 57 26 30.4 87.1 MH
B-3 1.0 – 2.5
split spoon 57 23 26.4 95.5 MH
B-8 6.0 – 7.5
split spoon 74 35 35.0 86.7 MH
B-11 1.0 – 2.5
split spoon 66 24 33.2 91.6 MH
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

6
CONCLUSIONS AND RECOMMENDATIONS

The conclusions and recommendations presented in this report are based on the data obtained from
the field exploration and laboratory testing program, information regarding the proposed
construction, and our experience with similar projects. We believe that the subject site is suitable for
development provided the geotechnical recommendations and suggested construction guidelines
presented in this report are carefully utilized in both the design and construction phases of this
project.

Site Preparation
Site preparation should begin with the clearing of any remaining deleterious materials (i.e. topsoil,
tree roots, etc.) within, and 5 feet outside of, the development areas (i.e. building, walkways,
pavement areas, etc.). We recommend that the elastic SILT (MH) be removed in all areas where
they are encountered within 3 feet of finished grade. Wet weather will cause stripping depths to be
greater than topsoil depths indicated on borings when the equipment mixes topsoil with underlying
soils. During wet weather conditions, the rutting and pumping of the soil due to moisture sensitivity
should be anticipated.

After achieving final subgrade in the undercut areas and prior to placing fill in any areas below
finished subgrade, it is recommended that the stability of the exposed subgrade be evaluated by
proofrolling. Proofrolling should be performed with a loaded tandem-axle dump truck with a
minimum weight of 15 tons and a maximum weight of 25 tons. Proofrolling will help reveal the
presence of unstable materials not identified during our drilling activities. It is recommended that a
geotechnical engineer from Summit observe all proofrolling activities. Areas observed to rut,
pump, or deflect excessively during the proofrolling process should be stabilized as recommended
by the geotechnical engineer. The most practical stabilization measure will be influenced by the
degree of instability which exists and the weather conditions. As such, actual repairs will be
determined in the field at the time of construction. Possible repair measures include undercutting to
stable soils, discing / drying / compacting existing soils, placement of a geotextile stabilization
fabric and crushed stone, or some combination of these. However, to further stabilize the existing
fill materials subgrade for fill areas, we recommend that one or more layers of geotextile
stabilization fabric, such as Tensar BX1100 or equivalent, be placed on the exposed subgrade after
proofrolling and prior to controlled fill placement.

Proper site drainage should be maintained during earthwork operations to reduce accumulation of
moisture, minimize wet weather delays and subgrade repairs. If the surface soils become softened or
freeze during wet weather, the soil subgrade should be removed or repaired before additional fill is
placed. The ground surface in the vicinity of the construction site should be graded to provide
positive drainage of the surface water flows. It is recommended that the surface of all exposed
subgrade areas be sealed with a smooth-drum roller at the end of each day’s earthwork activities, to
promote runoff and reduce infiltration from rainfall. Further protection of the site should include the
construction of temporary ditches, berms or other surface water diversion devices in order to divert
surface water from, and not across, the site.

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

7
Groundwater
Based on the borings drilled at the site, we do not anticipate that groundwater, or seepage due to
perched water, will be an issue during construction; however, if encountered, it can be controlled by
using pumps placed in excavated sumps or a french drain system may be required.

Excavations
The on-site soils can be excavated by routine earth-moving equipment. Based on the soil test
borings, weathered rock may be encountered in excavations for the proposed development
depending upon the required excavation depths; however, we do not believe that hard rock will be
encountered. For any confined excavations, such as utility trenches, trench safety must be evaluated
on a case-by-case basis. The contractor will be responsible for all site safety, including the
determination of appropriate trench safety measures according to OSHA guidelines.

Cut and Fill Slopes
We recommend that permanent fill or cut slopes be constructed at 3:1 (H:V). Slopes should be
vegetated as soon as possible to reduce surface erosion. Typically, mowers and other landscaping
equipment can operate safely on slopes of 3:1 (H:V) or flatter. The curb or edge of pavement
should be set back a sufficient distance, at least 5 feet, from the crest of any slope to avoid creating
slope instability due to the surcharge loading. Buildings should be located no closer than 10 feet
from the top of slope.

During the grading of the site, any natural slopes that exceed 4:1 (H:V) should be benched prior to
receiving fill materials, in order to key new fill into existing soils. The frequency or vertical spacing
of the benches will be a function of the inclination of the existing slope and the depth of fill;
however, the maximum vertical spacing of benches should not exceed about 4 feet. Material cut
from the benches can be reused as fill material in the lower bench provided it is not otherwise
unsuitable material, such as organic or highly plastic soils. Past experience indicates that it is
difficult to achieve adequate compaction near the surface of fill slopes. To improve compaction and
reduce potential sloughing, fill slopes should be overbuilt beyond the design geometry and cut back
to firm material following compaction.

The soils at the site will be susceptible to erosion from rainwater runoff, particularly when used as
fill. We recommend that a berm or ditch be constructed at the top of all slopes to divert surface
water from flowing over the embankment. If seepage is observed along permanent cut slopes,
flattening of the slope angle, installation of a toe drain or other measures may be required to
improve long-term stability.

Controlled Fill
Based on information provided to Summit, the warehouse will have a Finished Floor Elevation
(FFE) of EL 600.00. This would require excavations as deep as about 16 feet and fill placement as
high as about 20 feet. As stated previously, we recommend that the elastic SILT (MH) be removed
in all areas where they are encountered within 3 feet of finished grade. The elastic SILT (MH)
should not be used as fill in any structural areas; however, these soils can be utilized to construct the
non-load bearing fill embankments at the site.
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

8

Any imported controlled fill should have a Plasticity Index (PI) not exceeding 25 and a Liquid Limit
(LL) not exceeding 50 (Unified Soil Classifications GW, GM, GC, SW, SM, SC, ML and some
CL). In addition to this requirement, the moisture content for all controlled fill used onsite should
be properly controlled during placement and compaction. Any material to be utilized as fill should
not contain rock greater than 3″ in diameter.

The fill material should be placed in 8″ to 10″ loose lifts and compacted to at least 95 present of the
material’s maximum dry density as determined by the Standard Proctor Compaction Test (ASTM D
698) and within 3 percent of the material’s optimum moisture content. Fill within 12 inches of
finished subgrade should be compacted to at least 98 percent. In-place soil density testing should be
performed during fill placement to confirm that the degree of compaction is achieved.

Foundation Considerations
The proposed structure may be supported on shallow foundations bearing on either acceptable
residual soils or properly placed and compacted controlled fill. We recommend that the elastic
SILT (MH) be removed to a minimum depth of at least 3 feet below the bottom of wall foundations
and 5 feet below the bottom of column foundations. The allowable bearing pressure will depend on
the final bottom of footing elevations. All spread footings on soil should be designed for a
maximum allowable bearing pressure of 1,500 pounds per square foot (psf). This allowable bearing
pressure applies to dead loads plus sustained live loads. Footings should be embedded at least 18
inches below finished exterior grade for protection against frost heave. Individual column footings
should be at least 24 inches wide and continuous wall footings have a minimum width of 18 inches
for punching (localized) shear failure considerations. Punching shear failure can occur when
footings are too narrow. Please see the grade slab section of this report for more information
regarding design considerations.

We recommend that a geotechnical engineer from Summit be retained to observe and evaluate all
foundation bearing conditions prior to placement of reinforcing steel and concrete. This evaluation
should include visual observations and the use of a probe rod to confirm the suitability of near
surface bearing soils for foundation support. If further testing is required, the use of shallow hand
auger borings with dynamic cone penetrometer testing can be implemented. If any soft or other
unsuitable soils are encountered in the footing subgrade, the footings should be undercut as
determined by the geotechnical engineer. Footing excavations should be protected from surface
water run-off and freezing. If water is allowed to accumulate within a footing excavation and soften
the bearing soils, the deficient soils should be removed from the excavation prior to concrete
placement. Over-excavated soils can be replaced by compacted CABC stone or lean concrete. If
placement of the foundation concrete is to be delayed, a lean concrete mud mat should be placed on
exposed bearing soils.

Settlement
For footings designed utilizing the recommended bearing pressures, we anticipate a maximum total
post-construction settlement of less than 1″ and a maximum differential settlement of less than ½″
along a distance of 30′. We anticipate that these magnitudes of total and differential settlements will
be acceptable for the proposed structures; however, this assumption should be confirmed by the
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

9
project structural engineer prior to construction.

Grade Slabs
The grade slab for the proposed structures may be supported on controlled fill provided subgrade
preparation guidelines presented in this report are satisfactorily followed. We recommend that the
elastic SILT be removed to the minimum depth of 3 feet below the subgrade for the grade slab. The
grade slab should be designed to resist the anticipated dead and live loads. The design of the
concrete slab-on-grade should be based on Westergaard’s modulus of subgrade reaction (k). Based
on the soil conditions encountered at the site, we recommend using a subgrade reaction value (k) of
100 pounds per cubic inch (pci). However, if the floor slab will be heavily loaded or the design is
otherwise sensitive to K, we recommend performing plate load testing in accordance with ASTM
D1196 to allow site-specific refinement of the design k-value. A minimum 4″ crushed stone
cushion should underlie all grade slabs. The stone should be tamped into place by at least two (2)
complete passes with vibratory compaction equipment. Exposure to the environment and
construction activities will weaken the floor slab subgrade soils. Therefore, we recommend that
subgrade soils in slab areas be evaluated prior to crushed stone placement. If deterioration of the
soils has occurred, undercutting may be necessary.

The need for a vapor retarder and where to place it should be determined by the architect based on
the proposed floor treatment, concrete properties, placement techniques, and construction schedule.
When moisture retarders are used, precautions should be taken during the initial floor slab curing
period to reduce differential curing and possible curling of the slabs. We also recommend the
installation of a vapor retarded/barrier as a measure of protection against water vapor intrusion.
Even in the absence of groundwater, water vapors in the soil will rise and collect just below the slab.
This buildup of moisture typically leads to water vapor transmission through the slab that could
damage flooring and/or cause elevated moisture levels within the structure. We recommend
considering the use of a vapor retarder meeting ASTM E1745, which should be installed per the
ACI guidelines (ACI 302.2R) and ASTM E1643.

It is important to point out that cracking of concrete is normal and should be expected. Proper
jointing of slabs is paramount in the control of cracking. The American Concrete Institute (ACI)
recommends a maximum panel size (in feet) equal to approximately three times the thickness of the
slab (in inches) in both directions. Controlling the water-cement ratio of the concrete, particularly
after batching, and including fiber reinforcement in the mix can also help reduce shrinkage
cracking.

Retaining Walls
Although the information provided to us did not include detailed information on the proposed
retaining wall, general recommendations with respect to retaining wall design are outlined below. If
it is later decided to include any type of retaining walls at this site, Summit should be contacted to
provide more detailed recommendations.

Retaining walls must be designed to resist lateral earth pressures from the backfill. The analysis of
wall stability must also include any additional stresses due to loading from adjacent traffic,
stockpiled materials or nearby footings or slabs. The wall designer’s analysis must also include an
Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

10
evaluation of settlement, overturning, sliding resistance, and global stability.

We recommend that controlled fill material be utilized within the retained zone of all retaining
walls. We do not recommend the use of clayey soils (CL or CH) or elastic SILT (MH).
Furthermore, the existing fill material should not be used as backfill within the retained zone of a
retaining wall. These types of soils will retain water and exert additional pressures on the retaining
walls. Retaining walls should have sufficient drainage to alleviate hydrostatic pressure. This may
consist of a #57 stone chimney drain encased in filter fabric (nonwoven) or a composite drain board,
either of which should be connected to a foundation drain pipe to transport any collected water
away from the rear of the retaining wall. Any basement walls should be waterproofed and adequate
protection of the waterproofing material should be provided during backfilling operations.

Site retaining walls typically are allowed to rotate outward; whereas, basement walls will be rigid
and stationary (restrained from deflection and/or translation by the floor slab). For retaining walls
that are allowed to rotate, we recommend the use of the active earth pressure coefficient (ka). For
the rigid and stationary retaining walls, we recommend the use of the at-rest earth pressure
coefficient (ko). The retaining wall design parameters provided in the following table are estimates
based on typical engineering properties for the recommended backfill materials.

TABLE 3
EARTH PRESSURE PARAMETERS
Material
Internal
Friction
Angle*, φ
(degrees)
Moist Unit
Weight, γ
(pcf)
Earth Pressure
Coefficients
At-Rest
Condition, ko
Active Condition,
ka
SM 30 125 0.50 0.33
SC 26 120 0.56 0.39
ML 28 120 0.53 0.36
Quarry
Screenings 38 135 0.38 0.24
#57 Stone 42 105 0.33 0.20
*Effective condition. Values assume level backfill and no account for seismic (earthquake) forces.

We recommend that wall backfill be compacted to 95 percent of the standard Proctor maximum dry
density and that the moisture is maintained within 2 percent of the optimum moisture content.
Excessively heavy equipment that could impose temporary excessive pressures against the
constructed walls should not be allowed within 5 feet horizontally of the walls. Lightweight
equipment should be used within 5 feet of walls in order to avoid placing high stresses on the walls
during compaction.

The contractor will be responsible for the determination of appropriate safety measures for the
excavation in accordance with OSHA guidelines.

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

11
Seismic Considerations
Per Section 1613 of the North Carolina State Building Code, the design of a structure must consider
dynamic forces resulting from seismic events, regardless of their likelihood of occurrence. As part
of a generalized procedure to estimate seismic forces, the code assigns a Seismic Site Classification
(letter designation of Class A through F) based on the subgrade soil/rock conditions within the
upper 100′ of the ground surface at the subject site. Based on results of soil test borings, past
experience, and information provided in Section 1613 of the 2012 North Carolina Building Code, it
is our opinion the site should be considered as Seismic Site Class “C” with respect to seismic design
considerations. This Site Class was determined using the information obtained in the test borings as
well as published geologic information pertaining to the area.

Pavement Recommendations
Summit recommends that a grade separation of at least 24″ be maintained between elastic SILT
(MH) and the pavement system (24 inches below bottom of CABC). Pavements areas, both
flexible and rigid, and aggregate stone bases should be constructed in accordance with guidelines
presented in the previous sections of this report and specifications provided by the North Carolina
Department of Transportation Standard Specifications for Roads and Structures. We recommended
that all pavement soil subgrade areas be evaluated prior to crushed stone placement. Any areas
which deflect or rut during proofrolling must be repaired prior to stone placement. Should any delay
occur between finished subgrade preparation and actual placement of pavement, the subgrade soils
should be re-evaluated by the geotechnical engineer to determine if subgrade repairs, such as re-
compaction or stabilization, are required. Crushed aggregate base course (CABC) should be
compacted to at least 100 percent of the modified Proctor maximum dry density. To confirm that
base course stone has been adequately compacted, in-place density tests should be performed by a
qualified soils technician and the stone should be thoroughly proofrolled. During the placement of
the asphalt, sufficient testing and observation should be performed during pavement construction to
confirm that the required thickness, density, and quality requirements of the specifications are
followed.

Prevention of infiltration of water into the subgrade is essential for the successful performance of
the pavement. Both the subgrade and the pavement surface should be sloped to promote surface
drainage so that water does not pond. This includes areas adjacent to pavement edges or areas
behind curbs. If groundwater seepage is evident in the area, an underdrain (french drain) may be
needed to stabilize the subgrade.

Flexible Pavement
Detailed traffic information was not available for this site. Our recommendations presented below
are based on past experience with similar projects and the subgrade conditions encountered during
our exploration. A pavement life of twenty (20) years was assumed. Asphalt courses reference
Superpave mix designs. Our recommended pavement sections are summarized in the following
Table 4. Light-duty pavement areas are subjected only to parking stalls. The medium-duty design is
for areas subjected to access drives, travel lanes; drive-thru and occasional light delivery truck
traffic.

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

12
TABLE 4
RECOMMENDED PAVEMENT SECTIONS
Material
Material Thickness

Light Duty
(inches)
Heavy Duty
(inches)
Asphalt Concrete Surface
Course
(Superpave Type S 9.5B)

1.5

2.0

Asphalt Concrete Intermediate
Course
(Superpave Type I 19.0B)

2.5 3.5
Crushed Aggregate Base
Course (CABC) 8.0 8.0

Although our recommendations are based on traffic loading for a 20-year design life, our experience
indicates that pavement maintenance is necessary due to normal weathering of the asphaltic
concrete. Normal weathering (i.e. oxidation) causes asphalt to become more brittle, resulting in loss
of tensional strength. This loss in strength can cause minor cracking which provides access for water
infiltration into the subgrade. As the degree of saturation of the subgrade increases, the strength of
the subgrade decreases leading to pavement failure. Routine maintenance in the form of sealing,
patching, and maintaining proper drainage is required to increase pavement life.

Rigid Pavement
A rigid pavement section should be used where concentrated wheel loads from heavy vehicles
(trucks) are anticipated, such as loading and dumpster areas. We recommend a minimum thickness
of 5 inches of concrete with air entrainment and a specified compressive strength of 4,000 psi. We
further recommend 4 inches of compacted CABC be placed and compacted beneath the concrete
pavement to provide a uniform and stable subgrade, minimize the effects of frost action, and
provide drainage. A modulus of subgrade reaction of 150 pounds per cubic inch (pci) should be
achieved with 4 inches of compacted CABC stone.

Additional Services
Once the site grading and finished floor elevations have been established, we recommend that
Summit Design and Engineering Services should be provided the opportunity to review this report
for possible revisions. In addition, we recommend that Summit Design and Engineering Services
be retained to monitor the earthwork and foundation construction and to report that the
recommendations contained in this report are completed in a satisfactory manner. Our continued
involvement on the project helps provide continuity for proper implementation of the
recommendations discussed herein.

Subsurface Exploration and Geotechnical Evaluation Summit Project No.: 18-0054.040
Brooks Distribution Warehouse March 12, 2018
Mebane, North Carolina

13
009551
03/12/18
QUALIFICATIONS

This report has been prepared in accordance with generally accepted geotechnical engineering
practices for specific application to this project. The conclusions and recommendations contained in
this report are based upon the applicable standards of our profession at the time the report was
prepared.

The analysis and recommendations submitted in this report are based in part upon the data obtained
from the subsurface investigation. The nature and extent of variations between the borings may not
become evident until construction. If variations then become evident, it will be necessary to 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
shall not be considered valid unless the changes are reviewed and the conclusions of this report
modified or verified in writing.

CLOSURE

Summit appreciates the opportunity to provide our professional engineering services on this project.
Should you have any questions concerning this report or if we may be of further assistance, please
contact us at your convenience.

Sincerely,
SUMMIT DESIGN AND ENGINEERING SERVICES, PLLC
Firm’s NC License No. P-0339

Harold D. Pruitt, P.E. Don Dewey, P.E.
Senior Geotechnical Engineer V.P. Geotechnical Engineering
N.C. Registration No. 009551 N.C. Registration No. 020140
[e-mail] [e-mail]

Attachments:

APPENDIX

1) LEGEND
2) BORING LOCATION PLAN
3) BORING LOGS
4) LABORATORY RESULTS

LEGEND

BORING LOCATION PLAN

BORING LOGS

1.0
3.0
11.5
13.8
TOPSOIL
RESIDUAL
Brown, stiff Elastic SILT (MH)
RESIDUAL
Tan and brown medium dense, saprolitic
Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
599.0
596.5
594.0
591.5
586.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
599.0
597.0
588.5
586.2
1.0
3.5
6.0
8.5
13.5
M
M
M
M
D
600.0
Boring Terminated at 13.8 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
600.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/23/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
2.0
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/23/18
Mebane
B-01
13.8 ftTOTAL DEPTH:COMPLETED
Aaron Gross
600.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/183
8
8
7
5
12
12
11
2
5
5
5
50/3"
8
20
20
18
50/3"
1.0
14.5
18.5
20.0
TOPSOIL
RESIDUAL
Tan and brown loose to medium dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
RESIDUAL
Tan, very dense Sandy SILT (ML)
609.0
606.5
604.0
601.5
596.5
591.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
609.0
595.5
591.5
590.0
1.0
3.5
6.0
8.5
13.5
18.5
M
M
M
M
D
D
610.0
Boring Terminated at 20.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
610.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/23/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
DRY
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.7
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/23/18
Mebane
B-02
20.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
610.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/182
12
10
5
32
39
3
18
17
8
50/6"
32
1
7
8
5
23
26
5
30
27
13
50/6"
71
1.0
7.0
16.0
23.523.9
TOPSOIL
RESIDUAL
Red, stiff Elastic SILT (MH)
RESIDUAL
Tan and brown, loose, saprolitic Sandy SILT
(ML)
RESIDUAL
White, loose to medium dense, saprolitic
Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
614.0
611.5
609.0
606.5
601.5
596.5
591.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
614.0
608.0
599.0
591.5591.1
1.0
3.5
6.0
8.5
13.5
18.5
23.5
M
M
M
M
M
W
D
615.0
Boring Terminated at 23.9 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
615.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
DRY
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
5.7
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-03
23.9 ftTOTAL DEPTH:COMPLETED
Aaron Gross
615.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/187
5
4
4
4
5
7
7
4
5
4
7
4
4
4
3
2
4
50/4"
14
12
8
9
8
12
50/4"
1.0
4.0
28.5
38.0
46.5
48.0
TOPSOIL
RESIDUAL
Tan, stiff Elastic SILT (MH)
RESIDUAL
White and gray, medium dense to dense,
saprolitic Silty SAND (SM)
WEATHERED ROCK
Felsic Metavolcanics
RESIDUAL
Brown and tan, medium dense to very dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
CRYSTALLINE ROCK
Felsic Metavolcanics
615.0
612.5
610.0
607.5
602.5
597.5
592.5
587.5
582.5
577.5
572.5
568.0
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
SS-8
SS-9
SS-10
SS-11
SS-12
615.0
612.0
587.5
578.0
569.5
568.0
1.0
3.5
6.0
8.5
13.5
18.5
23.5
28.5
33.5
38.5
43.5
48.0
D
D
D
D
D
D
W
M
M
M
M
D
616.0
Boring Terminated by SPT and Auger
Refusal at 48.0 ft on Crystalline Rock
0.5ft 0.5ft 0.5ft
616.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
45.0
DATE STARTED 2/21/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
27.0
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
18
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/21/18
Mebane
B-04
48.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
616.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/186
9
5
6
7
10
17
10
29
7
9
5
7
9
14
22
17
34
4
7
4
4
6
7
12
50/5"
50/6"
7
16
50/0"
13
18
10
13
16
24
39
50/5"
50/6"
27
63
50/0"
1.0
2.0
3.5
13.514.0
TOPSOIL
RESIDUAL
Tan, stiff Elastic SILT (MH)
RESIDUAL
Tan, medium dense, saprolitic Silty SAND
(SM)
RESIDUAL
Brown and tan, dense to very dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
593.0
590.5
588.0
585.5
580.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
593.0
592.0
590.5
580.5580.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
D
594.0
Boring Terminated at 14.0 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
594.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
2.2
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-05
14.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
594.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/1810
27
22
22
11
34
25
42
4
19
18
15
50/6"
21
61
47
64
50/6"
1.0
2.0
4.5
14.3
TOPSOIL
RESIDUAL
Tan, stiff Elastic SILT (MH)
RESIDUAL
Brown and tan, very dense, saprolitic Sandy
SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
602.0
599.5
597.0
594.5
589.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
602.0
601.0
598.5
588.7
1.0
3.5
6.0
8.5
13.5
M
D
D
D
D
603.0
Boring Terminated at 14.3 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
603.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.1
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-06
14.3 ftTOTAL DEPTH:COMPLETED
Aaron Gross
603.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/187
35
50/3"
50/3"
32
50/6"
3
34
50/6"
45
17
39
50/6"
50/6"
50/3"
50/3"
1.0
3.5
15.0
TOPSOIL
RESIDUAL
Tan, stiff Elastic SILT (MH)
RESIDUAL
Brown and tan, medium dense to dense,
saprolitic Sandy SILT (ML)
604.0
601.5
599.0
596.5
591.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
604.0
601.5
590.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
M
605.0
Boring Terminated at 15.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
605.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/23/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
2.3
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/23/18
Mebane
B-07
15.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
605.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/184
8
9
7
20
4
10
8
11
18
2
5
8
7
10
8
18
17
18
38
1.0
11.0
45.0
TOPSOIL
RESIDUAL
Tan, stiff to very stiff Elastic SILT (MH)
RESIDUAL
Brown and tan, very loose to medium dense,
saprolitic Sandy SILT (ML)
606.0
603.5
601.0
598.5
593.5
588.5
583.5
578.5
573.5
568.5
563.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
SS-8
SS-9
SS-10
SS-11
606.0
596.0
562.0
1.0
3.5
6.0
8.5
13.5
18.5
23.5
28.5
33.5
38.5
43.5
M
M
M
M
W
W
Sat.
Sat.
W
Sat.
W
607.0
Boring Terminated at 45.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
607.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/21/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
DRY
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.5
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/21/18
Mebane
B-08
45.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
607.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/1815
5
5
4
2
1
1
1
3
2
5
10
5
5
6
3
7
1
1
2
3
11
9
5
6
4
2
1
1
1
1
2
3
25
10
10
10
5
8
2
2
5
5
16
1.0
6.0
14.014.3
TOPSOIL
RESIDUAL
Brown, stiff Elastic SILT (MH)
RESIDUAL
Tan and brown medium dense to dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
591.0
588.5
586.0
583.5
578.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
591.0
586.0
578.0577.7
1.0
3.5
6.0
8.5
13.5
M
M
M
W
D
592.0
Boring Terminated at 14.3 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
592.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.5
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-09
14.3 ftTOTAL DEPTH:COMPLETED
Aaron Gross
592.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/183
4
17
9
50/3"
4
6
32
11
2
2
6
12
30
7
10
49
20
50/3"
1.0
8.5
14.0
TOPSOIL
RESIDUAL
Tan and brown, very loose to medium dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
591.0
588.5
586.0
583.5
578.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
591.0
583.5
578.0
1.0
3.5
6.0
8.5
13.5
Sat.
M
M
D
D
592.0
Boring Terminated at 14.0 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
592.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
1.7
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-10
14.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
592.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/181
8
6
1
11
9
1
4
5
50/5"
50/6"
2
19
15
50/5"
50/6"
1.0
6.0
15.0
TOPSOIL
RESIDUAL
Red, stiff Elastic SILT (MH)
RESIDUAL
Tan and brown, loose to medium dense,
saprolitic Sandy SILT (ML)
599.0
596.5
594.0
591.5
586.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
599.0
594.0
585.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
M
600.0
Boring Terminated at 15.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
600.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/23/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.5
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/23/18
Mebane
B-11
15.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
600.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/184
5
4
8
6
5
7
4
8
8
3
5
4
4
4
9
12
8
16
14
1.0
8.5
14.014.4
TOPSOIL
RESIDUAL
Red, medium stiff Elastic SILT (MH)
RESIDUAL
Tan and brown, dense, saprolitic Sandy SILT
(ML)
WEATHERED ROCK
Felsic Metavolcanics
600.0
597.5
595.0
592.5
587.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
600.0
592.5
587.0586.6
1.0
3.5
6.0
8.5
13.5
M
M
M
M
D
601.0
Boring Terminated at 14.4 ft in Weathered
Rock
0.5ft 0.5ft 0.5ft
601.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/21/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.7
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/21/18
Mebane
B-12
14.4 ftTOTAL DEPTH:COMPLETED
Aaron Gross
601.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/182
3
7
16
50/5"
2
6
8
20
1
3
7
11
27
4
9
15
36
50/5"
1.0
3.5
8.5
10.6
TOPSOIL
RESIDUAL
Red-tan, medium stiff Elastic SILT (MH)
RESIDUAL
Tan and brown, medium dense to dense,
saprolitic Sandy SILT (ML)
WEATHERED ROCK
Felsic Metavolcanics
CRYSTALLINE ROCK
Felsic Metavolcanics
585.0
582.5
580.0
577.5
575.4
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
585.0
582.5
577.5
575.4
1.0
3.5
6.0
8.5
10.6
M
M
M
D
D
586.0
Boring Terminated by SPT and Auger
Refusal at 10.6 ft on Crystalline Rock
0.5ft 0.5ft 0.5ft
586.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
1.0
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-13
10.6 ftTOTAL DEPTH:COMPLETED
Aaron Gross
586.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/184
9
9
9
9
29
2
9
5
50/2"
50/0"
13
18
38
50/2"
50/0"
1.0
3.5
15.0
TOPSOIL
RESIDUAL
Tan, stiff Elastic SILT (MH)
RESIDUAL
Tan, medium dense to very dense, saprolitic
Sandy SILT (ML)
584.0
581.5
579.0
576.5
571.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
584.0
581.5
570.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
M
585.0
Boring Terminated at 15.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
585.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
4.0
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-14
15.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
585.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/184
12
15
23
20
5
12
12
38
46
2
4
11
17
13
9
24
27
61
66
1.0
8.0
15.0
TOPSOIL
RESIDUAL
Red, stiff Elastic SILT (MH)
RESIDUAL
Tan, medium dense, saprolitic Sandy SILT
(ML)
597.0
594.5
592.0
589.5
584.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
597.0
590.0
583.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
M
598.0
Boring Terminated at 15.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
598.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
FIAD
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
3.0
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-15
15.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
598.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/184
5
7
4
6
5
5
7
7
8
3
3
5
3
6
9
10
14
11
14
1.0
11.0
15.0
TOPSOIL
RESIDUAL
Red, medium stiff Elastic SILT (MH)
RESIDUAL
Tan, medium dense, saprolitic Sandy SILT
(ML)
601.0
598.5
596.0
593.5
588.5
0.0
SS-1
SS-2
SS-3
SS-4
SS-5
601.0
591.0
587.0
1.0
3.5
6.0
8.5
13.5
M
M
M
M
M
602.0
Boring Terminated at 15.0 ft in Residual
Sandy Silt
0.5ft 0.5ft 0.5ft
602.0
SOIL AND ROCK DESCRIPTIONSAMP.
NO.
DEPTH
(ft)MOI
GROUND SURFACE
ELEV.
(ft)
L
O
G
BLOWS PER FOOTBLOW COUNT
0 20 40 60 80 100
STATE:ENGINEER:
ELEVATION:
18-0054.040
BORING NUMBER:
NORTHING N/A N/AEASTING
DRY
DATE STARTED 2/22/18
CITY:North CarolinaPROJECT NUMBER:
DRILLER:DRILL METHOD:
0 HR.
HAMMER TYPE:
DRY
CAVE DEPTH
DRILL RIG:
CLIENT:
24 HR.
Brooks Distribution CenterPROJECT NAME:
Superior Contracting
5.7
Luis Gonzalez CME-550 ATV Automatic3¼" HSA
2/22/18
Mebane
B-16
15.0 ftTOTAL DEPTH:COMPLETED
Aaron Gross
602.0 ft
GROUND WATER (ft)
SHEET 1 OF 1
SOIL TEST BORING LOG504 Meadowland Drive
Hillsborough, North Carolina 27278
www.summitde.net
BORE SINGLE 18-0054.040 BROOKS DISTRIBUTION WAREHOUSE.GPJ SUMMIT NC_DOT.GDT 3/6/182
4
5
4
5
3
4
5
4
6
2
2
5
4
5
5
8
10
8
11

LABORATORY RESULTS

Sample Description:Source of Sample:
30.4%
0.7%
12.3%
87.1%
Remarks:
% Fines:
Plasticity Index:
Classification:
57
31
26
MH
504 Meadowlands Drive
Hillsborough, NC 27279
Phone: [phone]
Fax: [phone]
www.summitde.net/
Jeff Elliott, P.E.
CMT & SI Dept. Manager
Aaron Hackett
Lab Supervisor
OH- Organic Silty Clays
MH- High Plasticity Silt
ML- Low Plasticity Silt
OL- Organic Silt
CH- High Plasticity Clay
CL- Low Plasticity Clay
Classification Descriptions USCS
ATTERBERG LIMITS TEST (ASTM D4318)
3/5/2018
SM- Sity Sands SC- Clayey Sands
B-2 SS-1 1.0'-2.5'
18-0054
S-391A
Brooks Distribution
Liquid Limit:
Plastic Limit:
Natural Moisture:
% Gravel:
% Sand:
Date
Project No.
Sample No.
Tan Elastic Silt
Project Name
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Casagrande's Plasticity Chart
CL
OH
MH
or
ML
OL
orCL-ML
CH
Liquid LimitPlasticityIndex
Sample Description:Source of Sample:
26.4%
0.0%
4.5%
95.5%
Remarks:
% Fines:
Plasticity Index:
Classification:
57
34
23
MH
504 Meadowlands Drive
Hillsborough, NC 27279
Phone: [phone]
Fax: [phone]
www.summitde.net/
Jeff Elliott, P.E.
CMT & SI Dept. Manager
Aaron Hackett
Lab Supervisor
OH- Organic Silty Clays
MH- High Plasticity Silt
ML- Low Plasticity Silt
OL- Organic Silt
CH- High Plasticity Clay
CL- Low Plasticity Clay
Classification Descriptions USCS
ATTERBERG LIMITS TEST (ASTM D4318)
3/5/2018
SM- Sity Sands SC- Clayey Sands
B-3 SS-1 1.0'-2.5'
18-0054.040
S-391B
Brooks Distribution
Liquid Limit:
Plastic Limit:
Natural Moisture:
% Gravel:
% Sand:
Date
Project No.
Sample No.
Orange Elastic Silt
Project Name
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Casagrande's Plasticity Chart
CL
OH
MH
or
ML
OL
orCL-ML
CH
Liquid LimitPlasticityIndex
Sample Description:Source of Sample:
35.0%
0.0%
13.3%
86.7%
Remarks:
% Fines:
Plasticity Index:
Classification:
74
39
35
MH
504 Meadowlands Drive
Hillsborough, NC 27279
Phone: [phone]
Fax: [phone]
www.summitde.net/
Jeff Elliott, P.E.
CMT & SI Dept. Manager
Aaron Hackett
Lab Supervisor
OH- Organic Silty Clays
MH- High Plasticity Silt
ML- Low Plasticity Silt
OL- Organic Silt
CH- High Plasticity Clay
CL- Low Plasticity Clay
Classification Descriptions USCS
ATTERBERG LIMITS TEST (ASTM D4318)
3/5/2018
SM- Sity Sands SC- Clayey Sands
B-8 SS-3 6.0'-7.5'
18-0054.040
S-391C
Brooks Distrbution
Liquid Limit:
Plastic Limit:
Natural Moisture:
% Gravel:
% Sand:
Date
Project No.
Sample No.
Tan-Brown Elastic Silt
Project Name
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Casagrande's Plasticity Chart
CL
OH
MH
or
ML
OL
orCL-ML
CH
Liquid LimitPlasticityIndex
Sample Description:Source of Sample:
33.2%
0.0%
8.4%
91.6%
Remarks:
% Fines:
Plasticity Index:
Classification:
66
42
24
MH
504 Meadowlands Drive
Hillsborough, NC 27279
Phone: [phone]
Fax: [phone]
www.summitde.net/
Jeff Elliott, P.E.
CMT & SI Dept. Manager
Aaron Hackett
Lab Supervisor
OH- Organic Silty Clays
MH- High Plasticity Silt
ML- Low Plasticity Silt
OL- Organic Silt
CH- High Plasticity Clay
CL- Low Plasticity Clay
Classification Descriptions USCS
ATTERBERG LIMITS TEST (ASTM D4318)
3/5/2018
SM- Sity Sands SC- Clayey Sands
B-11 SS-1 1.0'-2.5'
18-0054.040
S-391D
Brooks Distribution
Liquid Limit:
Plastic Limit:
Natural Moisture:
% Gravel:
% Sand:
Date
Project No.
Sample No.
Red Elastic Silt
Project Name
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Casagrande's Plasticity Chart
CL
OH
MH
or
ML
OL
orCL-ML
CH
Liquid LimitPlasticityIndex