NCCU Student Center - NCCU Student Union Final Geotech Report 06 13 18

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June 13, 2018
Kleinfelder Project No. 20190536.001A
Via Email: [e-mail]
Mr. William P. Ostag, RA LEED AP
North Carolina Central University
1801 Fayetteville Street
Hubbard-Totton Building I Room 119
Durham, North Carolina 27707
Subject: Report of Subsurface Exploration
Student Center
North Carolina Central University
Durham, North Carolina
Dear Mr. Ostag:
This report presents the results of the subsurface exploration conducted by Kleinfelder for the
Student Center project, and incorporates the findings of the January 12, 2017, Report of
Preliminary Subsurface Exploration by Kleinfelder.
Kleinfelder appreciates the opportunity to be of service to you during this phase of the project.
The recommendations are presented based on Kleinfelder's understanding of the project as
described herein and through the application of generally accepted soil and foundation
engineering practices. No other warranties, expressed or implied, are made or offered. Should
there be any changes in the scope of the project, as stated herein, Kleinfelder should be notified
so that it may review these changes and modify its recommendations, if required.
It is recommended that Kleinfelder be provided the opportunity to review the final design and
specifications to ascertain that the recommendations presented herein have been properly
interpreted and applied.
Respectfully submitted,
KLEINFELDER, INC.
NC Registered Engineering Firm License No. F-1312
( �-)� 4 D/K �� �
Christopher D. Carroll, PE
Project Professional
Xavier C. Barrett, PE
Principal Professional
CDC/XCB:cas
20190536.001A I GS018R79760
© 2018 Kleinfelder
June 13, 2018
www.kleinfelder.com
3200 Gateway Centre Blvd, Suite 100, Morrisville, NC 27560 p 1919.755.5011 f 1919.755.1414

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REPORT OF SUBSURFACE EXPLORATION
STUDENT CENTER
NORTH CAROLINA CENTRAL UNIVERSITY
DURHAM, NORTH CAROLINA
KLEINFELDER PROJECT NO. 20190536.001A
JUNE 13, 2018
Copyright 2018 Kleinfelder
All Rights Reserved
ONLY CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC
PROJECT FOR WHICH THIS REPORT WAS PREPARED.
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A Report Prepared for:
Mr. William P. Ostag, RA LEED AP
North Carolina Central University
1801 Fayetteville Street
Hubbard-Totton Building, Room 119
Durham, North Carolina 27707
REPORT OF SUBSURFACE EXPLORATION
STUDENT CENTER
NORTH CAROLINA CENTRAL UNIVERSITY
DURHAM, NORTH CAROLINA
Prepared b011 1 11fill`i
Qr SEAL p.
a- 035766 Q
f _ Q-.-9.7
♦•FRD- ,
Christopher D•. Carroll, PE
NC License No. 035766
Reviewed by:
,Xavier C. Barrett, PE
Principal Professional
KLEINFELDER
3200 Gateway Centre Drive I Suite 100
Morrisville, NC 27560
P 1919.755.5011
June 13, 2018
Kleinfelder Project No. 20190536.001A
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TABLE OF CONTENTS
1 INTRODUCTION AND SUMMARY.................................................................................1
2 PROJECT DESCRIPTION..............................................................................................3
3 SCOPE OF SERVICES...................................................................................................4
3.1 BACKGROUND DATA REVIEW..........................................................................4
3.2 FIELD EXPLORATION........................................................................................4
3.3 LABORATORY TESTING....................................................................................5
4 FINDINGS.......................................................................................................................6
4.1
SITE DESCRIPTION...........................................................................................6
4.2
GEOLOGIC SETTING.........................................................................................6
4.3
SOIL SURVEY.....................................................................................................7
4.4
SUBSURFACE CONDITIONS.............................................................................7
4.4.1 Topsoil.....................................................................................................7
4.4.2 Pavement.................................................................................................7
4.4.3 Fill............................................................................................................7
4.4.4 Residual Soils..........................................................................................8
4.4.5 Weathered Rock.......................................................................................8
4.4.6 Auger Refusal..........................................................................................8
4.4.7 Groundwater............................................................................................8
4.5
LABORATORY TEST RESULTS.........................................................................9
5 CONCLUSIONS AND RECOMMENDATIONS.............................................................10
5.1
GENERAL..........................................................................................................10
5.2
SEISMIC SITE CLASSIFICATION.....................................................................10
5.3
POTENTIAL GEOLOGIC HAZARDS.................................................................10
5.4
FOUNDATION SUPPORT.................................................................................11
5.5
FLOOR SLAB SUPPORT..................................................................................12
5.6
PAVEMENT AND EXTERIOR FLATWORK.......................................................12
5.6.1 Flexible Pavement..................................................................................13
5.6.2 Portland Cement Concrete (PCC) Pavement.........................................13
5.7
BELOW -GRADE WALLS...................................................................................14
5.8
CUT AND FILL SLOPES....................................................................................15
6 CONSTRUCTION CONSIDERATIONS.........................................................................16
6.1
SITE PREPARATION........................................................................................16
6.2
EXCAVATION....................................................................................................16
6.3
TEMPORARY SLOPES.....................................................................................17
6.4
FILL MATERIAL AND PLACEMENT..................................................................17
6.5
FOUNDATION CONSTRUCTION......................................................................18
7 ADDITIONAL SERVICES.............................................................................................20
8 LIMITATIONS...............................................................................................................21
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APPENDICES
A Figures
B Boring Logs
C Laboratory Test Results
D GBA Document
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REPORT OF SUBSURFACE EXPLORATION
STUDENT CENTER
NORTH CAROLINA CENTRAL UNIVERSITY
DURHAM, NORTH CAROLINA
1 INTRODUCTION AND SUMMARY
This report presents the results of a subsurface exploration and geotechnical engineering
evaluation completed by Kleinfelder, Inc. for the Student Center project at North Carolina Central
University. This service was authorized by the May 10, 2018, Letter of Agreement for
Geotechnical Study issued by North Carolina Central University and was completed in
accordance with Kleinfelder Proposal No. GS018P77778. The purpose of Kleinfelder's
subsurface exploration and geotechnical engineering evaluation was to provide geotechnical
recommendations for design and construction of the new facility.
Based on the results of Kleinfelder's exploration, testing and analyses, the site is assessed to be
feasible for multi -story development supported by a shallow spread foundation system provided
the recommendations presented in this report are properly implemented in the design and
construction phases of the project. The major geotechnical constraints for this project will be:
• Prior development presents a risk for encountering unforeseen subsurface conditions.
Existing below grade utilities, foundations, buried debris, and uncontrolled fill should be
removed. The presence of unsuitable subsurface materials should be evaluated during
construction.
• Weathered rock excavation will be required to reach the finished floor elevations and
associated foundation subgrades within the east portion of the building. Kleinfelder
recommends a budgetary allowance for rock excavation be included in the base bid for
the project. The recommended quantity should be determined based on the 75 percent
drawings at the earliest
• A portion of the near surface site soils consist of highly plastic fat clay (CH). CH soils are
unsuitable for direct support of spread footings, should not be used as retaining wall
backfill, nor be present within 2 feet of floor slab and pavement subgrades. Undercutting
and replacing of CH soils will likely be required in isolated areas. Kleinfelder recommends
a budgetary allowance for removing and replacing unsuitable soils be included in the base
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bid for the project. The recommended quantity should be determined based on the 75
percent drawings at the earliest.
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2 PROJECT DESCRIPTION
Kleinfelder's understanding of the project is based on the June 11, 2018, Grading Plan by O'Brien
Atkins, and the structural loading information provided by Stewart Engineering.
North Carolina Central University is currently in the design phase of a new Student Center to be
located on campus as shown in Figure A-1. The project will include the construction of a new
building with a footprint of approximately 50,000 square feet. A surface parking lot will be located
east of the building. Hardscapes are planned north and south of the building. A loading dock will
be located on the east side of the building with a low finished exterior grade elevation of 351 feet
MSL. A basement area is planned on the southeast corner of the building with a finished floor
elevation of 355 feet MSL. The first floor will have a finished floor elevation of 373 feet MSL.
There will be no expansion joints in the building. The structural loading for the building is outlined
as follows:
• Basement between Grid Lines J and P — footing bearing elevations between 345'-6"
and 353'-6" with a maximum column load of 740k.
• First Floor between Grid Lines Al and M — footing bearing elevations between 355'-6"
and 369'-6" with a maximum column load of 340k.
Based on the finished floor elevations, cuts and fills within the building area will be up to 16 feet
and 5 feet, respectively. Cuts of up to 14 feet are planned at the loading dock. Fills of up to 3 feet
are planned outside of the building footprint, primarily in landscaped areas. The project will include
a number of site walls located on the east side of the site ranging in height from 4 to 16 feet.
Traffic volumes had not been provided at the time this report was prepared.
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3 SCOPE OF SERVICES
Kleinfelder's services were provided based on its understanding of your needs. The scope of
Kleinfelder's geotechnical study consisted of a subsurface exploration, engineering evaluation
and analysis, and preparation of this report
3.1 BACKGROUND DATA REVIEW
Kleinfelder reviewed the site area on the 1985 Geologic Map of North Carolina and the USDA
Online Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov). This information was reviewed
with respect to the geologic setting, development limitations, and corrosion potential of the near
surface soils.
3.2 FIELD EXPLORATION
Subsurface conditions at the site were explored by performing twenty soil test borings (B-1
through B-20). Borings B-1 through B-10 were conducted for a preliminary geotechnical study in
January 2017. Borings B-11 through B-20 were conducted in May 2018 to supplement the project.
The approximate boring locations relative to the site layout plan are presented on Figure A-2.
Prior to Kleinfelder's field exploration, the site was cleared for buried utilities through North
Carolina 811 and by a private utility locator. Boring locations were selected based on the proposed
locations, drill rig access, and existing utilities. Kleinfelder marked the boring locations in the field
using existing site features as a reference and a handheld GPS.
The soil test borings were advanced to depths ranging from 24.0 to 30.0 feet below the ground
surface using continuous -flight, hollow -stem augers. Standard Penetration Tests were performed
at 2.5-foot intervals to a depth of 10 feet and at 5-foot intervals thereafter to the depths explored
in general accordance with ASTM D 1586. Standard Penetration Test data (SPT N-values) were
used to estimate the in -situ soil strength and density.
Soil samples were obtained at each test interval. The boreholes were measured for groundwater
after drilling completion. The borings were backfilled with the auger cuttings, and the resulting
holes in the pavement were patched with cold asphalt mix or quick -setting concrete.
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A Kleinfelder engineer logged the borings by visually classifying the soils encountered according
to the Unified Soil Classification System. The boring logs are presented in Appendix B along with
a description of the field procedures, and terms and symbols used on the logs.
3.3 LABORATORY TESTING
Selected soil samples were subjected to routine index testing to establish their engineering
characteristics. The index testing consisted of natural water content determinations, Atterberg
Limits tests, and percent fines determinations. The results of the laboratory testing are
summarized in Section 4.5. The individual test reports and descriptions of the testing procedures
are provided in Appendix C.
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4 FINDINGS
4.1 SITE DESCRIPTION
The site is located near the southwest corner of the NCCU campus, as shown on Figure A-1. The
site is bound to the north by Nelson Street, to the south by Cecil Street, to the east by a concrete
sidewalk, and to the west by Fayetteville Street. The site for the project encompasses
approximately 4.5 acres. The building footprint is partially within an existing parking lot to the north
and partially within eight residential lots with single -story houses to the south.
The site generally slopes from the west down to the east with a total elevation differential of
approximately 25 feet. The highest point at the site is located near its southwest corner with an
elevation of approximately 376.0 feet MSL. It appears grading for the existing parking lot entailed
cuts of up to 4 feet along its southern boundary and fills along its western boundary. Stormwater
is collected in drop inlets located near the northeast corner and west side of the parking lot, with
the majority drainage by sheet flow onto Nelson Street.
4.2 GEOLOGIC SETTING
According to the 1985 Geologic Map of North Carolina, the site is located within the Triassic
Basins region of the Piedmont Physiographic Province. Bedrock at the site is within a sedimentary
unit known as the Chatham Group (TRC). These non -marine sedimentary rock units are
predominantly comprised of sandstone, siltstone, mudstone and conglomerates. The mapped
geology at this site consists primarily of Arkosic Sandstone, described as tan, medium to coarse
grained, and micaceous.
Igneous intrusive bodies of mafic crystalline rock, commonly referred to as diabase dikes and
sills, are frequently found within the sedimentary units of the Triassic Basins. These linear rock
units generally trend in a north -south or northwest -southeast direction. Igneous intrusions also
occur as discontinuous layers and boulders within the Triassic Basin. Residual soils weathered
from igneous intrusions (dikes and sills) can contain boulders, and be wetter and softer than the
surrounding Triassic soils.
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4.3 SOIL SURVEY
Per the USDA Web Soil Survey, the site consists of White Store -Urban land complex. The typical
profile consists of sandy loam to a depth of 6 inches, clay to a depth of 35 inches, clay loam to a
depth of 53 inches, underlain by weathered bedrock. A loam is a soil in which the sand, silt, and
clay particle sizes are present in relatively equal proportions. These soils are residual and have
been weathered from the parent bedrock; mudstone and/or shale and siltstone and/or sandstone.
The rating for site development within this soil type is very limited due to shrink swell. The ratings
for corrosion of concrete and unprotected steel are moderate and high, respectively.
4.4 SUBSURFACE CONDITIONS
Subsurface conditions at the site were generally consistent with the regionally mapped geology
and soil survey. A discussion of the subsurface materials encountered is presented in the
following sections. A detailed description of the subsurface conditions encountered is provided in
the boring logs presented in Appendix B.
4.4.1 Topsoil
Topsoil was present in borings B-1, B-15, B-16, B-17, and B-18, which were conducted in grassed
areas. The topsoil ranged from 3 to 8 inches thick. No ground cover was observed at the location
of boring B-19.
4.4.2 Pavement
A composite pavement section consisting of an asphalt wearing surface and aggregate base
course was present in borings B-2 through B-12, B-14, and B-20. The asphalt ranged from 1 to 4
inches thick. The aggregate base course ranged from 3 to 10 inches thick. Aggregate base was
not present in boring B-10. Concrete pavement was present in boring B-13. The concrete was 4
inches thick.
4.4.3 Fill
Soil fill is present below the asphalt pavement in borings B-8 and B-10 to depths of 1.0 foot and
8.0 feet below the pavement surface, respectively. Fill is defined as any material placed to raise
a grade. The fill in Kleinfelder's borings generally consisted of moist fat clay. Wood pieces were
observed in the fill in Boring B-10 at a depth of approximately 7 feet below the ground surface.
SPT N-values recorded in the fill ranged from 4 to 9 blows per foot (bpf).
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4.4.4 Residual Soils
Residual soils are present below the pavement, topsoil, and fill materials in each boring. Strata of
residual soils were also observed within the weathered rock in borings B-3, B-7, B-9, B-17, B-18,
and B-19. Residual soils are formed by the in -place chemical and mechanical weathering of the
parent bedrock. The residual soils in Kleinfelder's borings generally consisted of moist lean clay
or clayey sand. Moist fat clay was observed at depths between 0.5 and 7.5 feet below the grass
and pavement in borings B-4, B-7, and B-8, B-13, B-14, B-15, and B-17. STP N-values in the
residual soils ranged from 4 to 75 bpf, generally increasing with depth.
4.4.5 Weathered Rock
Weathered rock is present below the residual soils in each boring at depths between 4.0 and 24.0
feet below the ground surface. Weathered rock is defined as any residual material which exhibits
a Standard Penetration Resistance in excess of 100 bpf. The weathered rock represents the
transition between residual soil and bedrock. The weathered rock in Kleinfelder's borings
generally sampled as sandstone with lesser amounts of siltstone and mudstone.
4.4.6 Auger Refusal
Auger refusal occurred in borings B-4 through B-8, B-10, and B-15 at depths between 21.3 and
28.0 feet below the ground surface, respectively. Auger refusal is defined as negligible penetration
of the augers under the full weight and down pressure of the drill rig. Auger refusal can occur on
rock lenses, boulders or on top of continuous bedrock. Based on Kleinfelder's experience in the
area, auger refusal occurred on top of continuous bedrock.
4.4.7 Groundwater
Groundwater was observed in Borings B-1, B-2, B-3, B-11, B-12, B-13, and B-19 at depths
between 16.0 and 27.0 feet at the end of drilling. Groundwater was observed in Borings B-1 and
B-9 at depths of 14.5 and 16.1 feet, respectively, approximately 24 hours after drilling completion.
Groundwater was not observed in the other borings. Some fluctuation in groundwater levels can
occur with climatic and seasonal variations, with the highest groundwater levels generally
expected between March and May. Seasonal low groundwater levels are generally expected
between September and November. Therefore, subsurface water conditions at other times may
be different from those described in this report.
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4.5 LABORATORY TEST RESULTS
The results of Kleinfelder's soil classification laboratory tests are summarized below.
SOIL CLASSIFICATION LABORATORY TEST RESULTS
BORING
DEPTH
(FEET)
MOISTURE
CONTENT
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
PERCENT
FINES
USCS
CLASS
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5 CONCLUSIONS AND RECOMMENDATIONS
5.1 GENERAL
The conclusions and recommendations provided in this report are based on the properties of the
materials encountered in the borings, the results of the laboratory -testing program, and
Kleinfelder's engineering analyses performed. Kleinfelder's recommendations regarding the
geotechnical aspects of the design and construction of the project are presented in the following
sections. If the design grades are substantially different than what was described herein in or the
proposed building configuration changes, its recommendations may have to be modified
accordingly.
5.2 SEISMIC SITE CLASSIFICATION
Based on the North Carolina Building Code, an evaluation of the upper 100 feet of the material
below the ground surface and its characteristics is required to determine site classification. The
subsurface method used for this project included soil test borings that terminated in weathered
rock or on bedrock prior to reaching a depth of 100 feet.
Based on Kleinfelder's experience with the geologic setting, we have utilized the weighted
average of the expected range of shear wave velocities in the upper 100 feet to determine the
site classification for this project. Shear wave velocities of 500 to 1,000 feet per second (fps) were
used for the overburden soil, a shear wave velocity of 2,000 fps was used for the soft weathered
rock, a shear wave velocity of 3,000 fps was used for hard weathered rock, and a shear wave
velocity of 4,000 fps was used for the bedrock. On this basis, the weighted average for the shear
wave velocity of the 100 feet profile would be approximately 1,700 feet per second. Therefore,
the constructed subsurface conditions at the site appear consistent with a site classification of "C"
as defined by the current North Carolina Building Code.
5.3 POTENTIAL GEOLOGIC HAZARDS
The stratigraphy of the Triassic basin rocks is such that layers of siltstone and mudstone generally
dip at approximate 45 degree angles from west to east. The resulting fine grained residual soils
and weathered rock that have been weathered from such rock formations may possess naturally
occurring slip planes within the weathered materials. Groundwater tends to follow these planes
traveling along the less permeable soil and rock layers. Any planned excavations at the site
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resulting in cut slopes trending north to south should be evaluated for stability by an experienced
engineering geologist.
5.4 FOUNDATION SUPPORT
The proposed structure can be adequately supported on a shallow foundation system consisting
of spread footings bearing on stiff residual soils, weathered rock, or on select granular fill.
Remediation of marginal soils near borings B-5 and CH soils near boring B-13 will be required.
Recommendations for preparation of the building subgrade are included in Section 6 of this report.
The following net allowable bearing pressures may be used for design of the project foundations
provided the recommendations presented in this report are implemented.
NET ALLOWABLE BEARING PRESSURES
Building Basement Below 354.0 6,000
Building Above 354.0 4,000
Site Features Varies 3,000
The net allowable bearing pressure is that pressure which may be transmitted to the soil in excess
of the minimum surrounding overburden pressure. Minimum wall and column footing dimensions,
as well as foundation setbacks from slopes, should meet the criteria outlined in Chapter 18 of the
North Carolina Building Code. Caution should be exercised when placing adjacent footings that
bear at different elevations. A minimum horizontal separation distance of 1 foot should be
maintained for every foot below the bearing level of the adjacent footings. Exterior foundations
and foundations in unheated areas should be designed to bear at least 1.5 feet below finished
grades for frost protection.
Lateral load resistance may be derived from passive resistance along the vertical sides of the
footings, friction acting at the base of the footings, or a combination of the two. An allowable
passive earth pressure of 350 psf per foot of depth may be used for design with the understanding
the footings will be earth formed in stiff residual soils or structural fill. The upper 1.5 feet should
be neglected for exterior footings. A coefficient of friction value (tan 6) of 0.35 can be used for
sliding resistance using the dead load forces between the bases of the footings bearing on stiff
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residual soils or select granular fill. A value of 0.55 may be used for foundations bearing on
weathered rock. Friction and passive resistance may be combined without reduction.
Based on the structural loading conditions outlined in this report and the subsurface conditions
encountered at the boring locations, empirical analyses indicate that the total settlement potential
of foundations is not expected to exceed approximately 1 inch. The differential settlement
potential of structure foundations is not expected to exceed '/2 inch between boring locations.
Foundation geometry and loading conditions different than those described in this report will result
in magnitudes of settlement inconsistent with the previous estimates.
The fill -supported site structures (i.e. site walls) should not be structurally connected to
the building. The settlement potentials between the shallow spread footings bearing on fill
and the primary structure foundations bearing on stiff residual soils and weathered rock
will result in differential settlement between the structures, resulting in the fill supported
structure tilting away from the primary structure and distress in the connections.
5.5 FLOOR SLAB SUPPORT
The CH soils are unsuitable for direct support of floor slabs and should be remediated per Section
6 of this report. The building slab -on -grade floor systems should be supported by properly
prepared subgrades consisting of low -plasticity residual soils or newly -placed structural fill.
Design of the floor slabs may be based on a maximum Modulus of Subgrade Reaction (ks) of 90
pounds per cubic inch (pci) as related to a standard 30 inch diameter plate load test. The floor
slab should be structurally isolated from the building foundations to allow independent movement.
Kleinfelder recommends that an open -graded granular material be placed immediately beneath
the floor slab to provide a capillary break and to increase the load distributing capabilities of the
floor slab system.
5.6 PAVEMENT AND EXTERIOR FLATWORK
The CH soils are unsuitable for direct support of pavements and flatwork and should be
remediated per Section 6 of this report. The project pavements and exterior flatwork should be
supported by properly prepared subgrades consisting of low -plasticity residual soils or newly -
placed structural fill. Kleinfelder utilized an effective soil CBR value of 4 for design of project
pavements. The design period and anticipated traffic was not specified, but rather estimated by
Kleinfelder based on the type of facility.
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5.6.1 Flexible Pavement
Kleinfelder recommends the following asphalt concrete pavement sections for this project.
RECOMMENDED ASPHALT CONCRETE PAVEMENT SECTIONS
Light -duty
Heavy-duty
20
20,000
150,000
2.0
S 9.513
6.0
ABC
20
1.5
S 9.5 B
2.0
1 19.0 B
8.0
ABC
The asphalt concrete and ABC stone should be approved for use by the NCDOT and should be
placed and compacted per the current NCDOT Standard Specifications for Roads and Structures.
Positive drainage of the paved areas should be provided since moisture infiltration into the
subgrade may decrease the life of pavements. Curbing located adjacent to paved areas should
be founded in the subgrade, not the aggregate base, to provide a cutoff, which reduces water
infiltration into the base course.
5.6.2 Portland Cement Concrete (PCC) Pavement
Kleinfelder recommends the following PCC pavement sections for this project, underlain by 6
inches of NCDOT approved ABC stone.
RECOMMENDED PCC PAVEMENT SECTIONS
Light -duty 20 20,000 4.0 Pavement
Heavy-duty 20 150,000 6.0 Pavement
The PCC should be approved for use by the NCDOT and should be placed and cured per Section
700 of the current NCDOT Standard Specifications for Roads and Structures. The design
assumes that the PCC will have a 28-day flexural strength (modulus of rupture determined by the
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third -point method) of at least 650 psi (approximate compressive strength of 4,500 psi). A design
modulus of subgrade reaction (k-value) of 90 pci was assumed for the subgrade. Control joints
should be designed per ACI 330.
5.7 BELOW -GRADE WALLS
All below -grade walls should be designed to withstand lateral earth pressures from the backfill
and supported soils. Additionally, the walls should be designed to resist the lateral components
of surcharge loads occurring within a zone defined by a plane extending up at a 45 degree angle
from the base of the wall.
Kleinfelder recommends the following soil parameters for wall design provided the excavated site
soils classifying as SC and CL will be used for backfill against the below -grade walls. The CH
soils are not suitable for use as retaining wall backfill. Alternatively, imported select granular fill
may be used.
BELOW GRADE WALL SOIL PARAMETERS
Active Earth Pressure Coefficient, ka 0.35 0.30 0.20
At -rest Earth Pressure Coefficient, ko 0.55 0.50 0.30
Passive Earth Pressure Coefficient, kp 2.75 1 3.00 4.00
Friction Factor for Base Sliding 0.35 0.45 0.55*
Resistance, tan b
Moist Soil Unit Weight, ym 125 pcf 120 pcf 105 pcf
Use for Weathered Rock
Imported soils proposed for use as wall backfill should be properly evaluated by a geotechnical
engineer with respect to the recommended parameters.
It should be noted that for initiation of active earth pressures a lateral translation of 0.2 to 0.4
percent of the free height of the wall is required. Horizontal translation equivalent to approximately
0.5 percent of the embedded depth of the wall will be required for initiating the passive earth
pressure.
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Proper performance of the wall is predicated on the structure being founded above the
groundwater table and the backfill being maintained in a drained condition. To promote drained
conditions behind the retaining wall, Kleinfelder recommends the below grade portions of the walls
be covered with a prefabricated drainage panel and hydraulically connected to a perimeter drain
located at the base of the foundation. As an alternative, the buried wall could be backfilled with
open -graded granular backfill allowing the free flow of water to the foundation drain. The
foundation drain should transfer any water by gravity to outlet in the storm drainage system.
5.8 CUT AND FILL SLOPES
Permanent fill slopes should be no steeper than 2(H):1(V) and should be properly seeded and
mulched to minimize erosion. For maintenance purposes, the permanent slopes may need to be
flatter to allow access to mowing equipment. The crests of all slopes should be maintained at
least five feet horizontally from any pavement limits. Surface runoff should be diverted away from
the slope faces.
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6 CONSTRUCTION CONSIDERATIONS
6.1 SITE PREPARATION
Initial site preparation should include the removal of all existing foundations, utilities, pavement,
topsoil, organic material and other soft or unsuitable material from within the outline of the
proposed structure and new pavement. Remediation of CH soils present in boring B-13 and
marginal strength residual soils near boring B-5 should be addressed early on during the mass
grading phase of the project. Kleinfelder recommends undercutting and replacing CH soils with
structural fill where present within 2 feet of floor slab and pavement subgrades. Select granular
fill should be used as backfill below foundation bearing levels. Definitions of structural fill and
select granular fill are provided in Section 6.4 of this report.
Pavement subgrades and fill areas should be proofrolled with a loaded dump truck or similar
pneumatic -tired vehicle with a minimum loaded weight of 25 tons where possible. Proofrolling
operations should be performed under the observation of a geotechnical engineer or his
authorized representative. The proofrolling should consist of 2 complete passes of the exposed
areas, with each pass being in a direction perpendicular to the preceding one. Should proofrolling
not be feasible, the subgrade should be observed and evaluated by an experienced geotechnical
engineer. Any areas which deflect, rut, or pump during the proofrolling, and fail to be remedied
with successive passes, should be undercut to suitable soils and backfilled with compacted fill.
Due to the moisture sensitivity of the fine-grained site soils, water from storm runoff must be
controlled during earthwork and construction activities by intercepting and draining the runoff
away from the site to prevent water from ponding on or saturating the soils within the excavations
or on final grades. These soils may become unstable due to the presence of excess moisture and
normal construction equipment traffic over them. Accordingly, construction traffic should be kept
to a minimum on the exposed soils to minimize the potential for creating an unstable subgrade.
Kleinfelder recommends that site development be performed during seasonally dry weather and
excavation/site preparation operations not be performed during or immediately following periods
of high precipitation.
6.2 EXCAVATION
Generally, the site soils can be excavated with conventional construction equipment. However,
where weathered rock (SPT N-value greater than 100 blows per foot but less than 50 blows per
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2 inches) is present, loosening with a large track -mounted backhoe (Caterpillar 235 or similar
size) may be required prior to removal. Weathered rock and bedrock typically requires light
blasting to excavate in utility and other confined excavations. If blasting is required, Kleinfelder
recommends that it be performed prior to the start of any construction.
6.3 TEMPORARY SLOPES
Temporary slopes in confined or open excavations are expected to perform satisfactorily at
inclinations of 1(H):1(V) or flatter. As discussed in Section 5.3, Triassic materials pose additional
risks for slope stability. Excavation sidewalls should be observed by an experienced engineering
geologist prior to workers entering the area. Construction storage or traffic should be restricted
from the top of the excavation slopes. The excavation slope faces should also be protected from
drying out. Surface runoff should be diverted away from the slope faces. All confined excavations,
such as trenches and footing excavations, should conform to applicable OSHA regulations.
6.4 FILL MATERIAL AND PLACEMENT
Based on the results of Kleinfelder's visual observations and laboratory testing, the residual soils
observed in Kleinfelder's borings appear suitable for use as structural fill with the exception of the
CH soils, which are not suitable for placement within the building area, and should not be used
for direct support of footings, floor slabs, exterior flatwork, or pavement. The CH soils should be
disposed of at depths below 2 feet from pavement subgrades, in nonstructural areas, or hauled
offsite.
Excavated weathered rock and blasted rock can be incorporated into the fill provided the materials
are properly processed. Processing can include crushing to reduce the maximum size, and/or
blending with other onsite soils to prevent the presence of voids in the compacted material. The
on -site crushed rock or weathered rock may be used under building floor slabs and exterior
hardscape subgrades if reduced to a maximum particle size of 4 inches and is fairly well -graded
between coarse and fine sizes (GW or GM). Moisture conditioning of the material should be
expected. A laboratory testing program must be implemented during construction to determine
the proper amount of crushing and water required to achieve adequate compaction. The material
should also be evaluated for slaking potential when exposed to water.
Kleinfelder recommends structural fill placed for support of building floor slabs, pavement
sections, and exterior hardscapes be compacted to at least 95 percent of the Standard Proctor
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(ASTM D 698) maximum dry density. Kleinfelder recommends that the soil moisture be adjusted
as required in the field to maintain a compacted moisture content of ±3 percent of the optimum
moisture content, for optimum placement of project fill with the added requirement that fill soils
placed wet of optimum remain stable under heavy pneumatic -tired construction traffic.
Imported structural fill should be free of organic matter and debris with a Plasticity Index of less
than 20. Preferable soil types, as defined by USCS, consist of GW, GM, SW, SM, SC, ML, and
CL, or a combination of these types. The fill should exhibit a maximum dry density of at least 90
pounds per cubic foot as determined by a Standard Proctor compaction test (ASTM D 698).
Select granular fill is defined as soils meeting USCS soil types SM, SC, SW, GW, and GM, or a
combination of these types, with less than 20 percent by weight passing the U.S. Standard No.
200 sieve, and exhibiting a maximum dry density of at least 120 pounds per cubic foot as
determined by a Standard Proctor compaction test (ASTM D 698). Processed fill, screenings, and
NCDOT ABC stone from local quarries generally meet these criteria.
To provide for proper compaction of the fill slope face, Kleinfelder recommends that all fill slopes
be overfilled to a distance from the finished slope face that will allow compaction equipment to
operate freely within the zone of the finished slope, and then cut back to the finished grade to
expose the compacted core. Should this method not be employed, the grading contractor should
be required to submit detailed procedures for the method of placement and compaction of the soil
within a horizontal distance equal to the compaction equipment -width from the slope face.
Kleinfelder recommends that field density and moisture content tests be performed on the
structural fill and backfill as it is being placed to confirm that proper compaction and stability is
achieved. Fill placed in structural areas should be tested at a minimum frequency of 1 test per
100 cubic yards. Retaining wall and utility trench backfill should be tested at a minimum frequency
of 1 test per 50 linear feet per 2 feet of backfill.
6.5 FOUNDATION CONSTRUCTION
Bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather. Saturation of the on -site soils can cause a loss of strength and increased compressibility.
Excavations for footings should be completed with a smooth bucket backhoe or be trimmed by
hand following excavation to minimize disturbance of the subgrade soils. Upon their exposure, all
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bearing grades should have excess and loosened material removed. The final grades should be
firm and stable, and free of any loose soil, loose rock, mud, water or frost.
If construction occurs during inclement weather and concreting of the foundation is not possible
at the time it is excavated, a layer of lean concrete should be placed on the bearing surface for
protection. Also, concrete should not be placed on frozen subgrades.
It is important that the bearing surface in any footing consist of a single material, or soils yielding
consistent shear strength. Foundation excavations consisting of two or more different materials
must be evaluated by an experienced geotechnical engineer. Further excavation may be required
to provide for proper foundation performance.
A geotechnical engineer should confirm the presence of soils suitable for support of the design
bearing pressure. For foundations designed to bear on weathered rock, a visual evaluation by an
experienced geotechnical engineer or his representative is recommended in order to confirm that
such material is present. At minimum, the foundation bearing surfaces should be probed with a
small diameter probe rod in order to identify soft areas. Soft materials, or over -excavated areas,
should be removed and/or backfilled with flowable fill or lean concrete yielding a minimum
compressive strength of 100 psi.
For foundations designed to bear on structural fill and residual soils, dynamic cone penetrometer
(DCP) tests should be performed in accordance with ASTM STP-399 to confirm the material is
suitable for support of the allowable design bearing pressure. The testing should be conducted in
1-foot intervals from the foundation bearing elevation to a minimum depth of 3 feet. The frequency
of the testing should be determined by the testing agency based on the field observations. At
minimum, two tests should be conducted each day foundation excavation is performed. Additional
tests are recommended when a change in soil type and coloration is observed. Kleinfelder
estimates DCP test values obtained in of > 12 blows per increment (bpi) are satisfactory for this
project, provided the moisture content of the material is within ±3 percent the optimum moisture
content for compaction.
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7 ADDITIONAL SERVICES
As the geotechnical engineering firm that performed the geotechnical evaluation for this project,
Kleinfelder should be retained to review the project construction documents. The purpose of the
review is to confirm that the recommendations of this report were properly incorporated in the
design. Proper incorporation of the geotechnical recommendations into the project plans and
specifications can reduce the potential for claims from the contractor and additional costs to the
owner. This can reduce the potential for misinterpretation of the information by other parties and
will allow Kleinfelder to review and modify its recommendations if variations in the soil conditions
are encountered.
Kleinfelder also recommends that it be retained to monitor all geotechnical aspects of the
construction. These services provide Kleinfelder the opportunity to observe and evaluate the
actual subsurface conditions encountered during construction with respect to the
recommendations presented in this report. As a minimum, Kleinfelder recommends the following
services be performed during the sitework and foundation construction phases of the project:
• Observe the site earthwork operations to confirm that the subgrade soils are suitable
for construction of foundations, slabs -on -grade, pavements, and the placement of
structural fill;
• Confirm that the structural fill meets the recommended engineering properties outlined
herein;
• Confirm that the structural fill for the structure and other improvements is placed and
compacted per the project specifications; and
• Observe foundation bearing soils to confirm conditions are as anticipated.
These services provide Kleinfelder the opportunity to observe the actual soil, rock and
groundwater conditions encountered during construction and to evaluate the applicability of the
recommendations presented in this report with respect to the site conditions. If Kleinfelder is not
retained to provide these services, it will cease to be the geotechnical engineer of record for this
project, and will assume no responsibility for any potential claim during or after construction on
this project.
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8 LIMITATIONS
Kleinfelder's geotechnical services for this project were performed in a manner consistent with
that level of care and skill ordinarily exercised by other members of its profession practicing in the
same locality, under similar conditions and at the date the services are provided. Kleinfelder's
conclusions, opinions and recommendations are based on a limited number of observations and
data. Due to the prevailing geology, it is possible that conditions could vary between or beyond
the data evaluated. Consequently, there may be undisclosed subsurface conditions that may
require special treatment or preparation once these conditions are revealed during construction.
If soil or groundwater conditions are encountered during construction that differ from those
described herein, the client is responsible for notifying Kleinfelder so that the recommendations
may be properly reevaluated. Kleinfelder makes no other representation, guarantee or warranty,
express or implied, regarding the services, communication (oral or written), report, opinion, or
instrument of service provided.
Kleinfelder offers various levels of investigative and engineering services to suit the varying needs
of different clients. Although risk can never be eliminated, more detailed and extensive studies
yield more information, which may help understand and manage the level of risk. Since detailed
study and analysis involves greater expense, Kleinfelder's clients participate in determining levels
of service, which provide information for their purposes at acceptable levels of risk. The client and
key members of the design team should discuss the issues addressed in this report with
Kleinfelder, so that the issues are understood and applied in a manner consistent with the owner's
budget, tolerance of risk and expectations for future performance and maintenance.
This report may be used only by Client and the registered design professional in responsible
charge and only for the purposes stated for this specific engagement. If the scope of the proposed
construction, including the locations of the improvements, changes from that described in this
report, the conclusions and recommendations contained in this report are not considered valid
until the changes are reviewed, and the conclusions of this report are modified or approved in
writing, by Kleinfelder.
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�LK E/NFELOER
9right People. flight Solutions.
APPENDIX A
FIGURES
20190536.001A I GSO17R79760 June 13, 2018
0 2018 Kleinfelder www.kleinfelder.com

LEGEND
SOIL BORING
NOTE:
BASE MAPPING AND VICINITY MAP CREATED FROM LAYERS
COMPILED BY ESRI PRODUCTS AND 2018 MICROSOFT
CORPORATION. COORDINATE SYSTEM: GCS WGS 1984
s'n �
s
Nai th r-am Itix-,
rsatsp
ITE
' }
Nels
v
NOT TO SCALE
The information included on this graphic representation has been compiled from a
variety of sources and is subject to change without notice. Kleinfelder makes no 0 1 00 200
representations or warranties, express or implied, as to accuracy, completeness,
timeliness, or rights to the use of such information. This document is not intended
for use as a land survey product nor is it designed or intended as a construction
design document. The use or misuse of the information contained on this graphic 1 "= 100 SCALE IN FEET
representation is at the sole risk ofthe party using or misusing the information.
PROJECT NO. 20190536 BORING LOCATION PLAN FIGURE
�� DRAWN BY: C.Carroll AND VICINITY MAP
KLE//VFEL�ER CHECKED BY: X.Barrett NCCU Student Union A-1
Bright People. Right Solutions. DATE: 06-06-2018 Nelson Street
\� REVISED: - Durham, North Carolina

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APPENDIX B
BORING LOGS
SOIL TEST BORINGS
Soil sampling and penetration testing for this project were performed in accordance with ASTM D
1586. The borings were advanced with hollow -stem, continuous flight augers and, at standard
intervals, soil samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split -tube sampler.
The sampler was first seated 6 inches to penetrate any loose cuttings, then driven an additional foot
with blows of a 140 pound hammer falling 30 inches. The number of hammer blows required to drive
the sampler the final foot was recorded and is designated the "Standard Penetration Resistance"
(N-Value). The N-value, when properly evaluated, is an index to soil strength, density, and ability to
support foundations.
The following boring logs present the estimated soil descriptions and N-values as recorded in the
field. The lines designating the interfaces between various strata are approximate. The transition
between strata may be gradual in both the vertical and horizontal directions.
20190536.001A I GS017R79760 June 13, 2018
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SAMPLE/SAMPLER TYPE GRAPHICS
STANDARD PENETRATION SPLIT SPOON SAMPLER
(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner
diameter)
GROUND WATER GRAPHICS
SZ WATER LEVEL (level where first observed)
1 WATER LEVEL (level after exploration completion)
WATER LEVEL (additional levels after exploration)
OBSERVED SEEPAGE
NOTES
• The report and graphics key are an integral part of these logs. All data
and interpretations in this log are subject to the explanations and
limitations stated in the report.
• Lines separating strata on the logs represent approximate boundaries
only. Actual transitions may be gradual or differ from those shown.
• No warranty is provided as to the continuity of soil or rock conditions
between individual sample locations.
• Logs represent general soil or rock conditions observed at the point of
exploration on the date indicated.
• In general, Unified Soil Classification System designations presented
on the logs were based on visual classification in the field and were
modified where appropriate based on gradation and index property testing
• Fine grained soils that plot within the hatched area on the Plasticity
Chart, and coarse grained soils with between 5% and 12% passing the No.
200 sieve require dual USCS symbols, ie., GW-GM, GP -GM, GW-GC,
GP -GC, GC ­GM, SW-SM, SP-SM, SW -SC, SP-SC, SC-SM.
• If sampler is not able to be driven at least 6 inches then 50/X indicates
number of blows required to drive the identified sampler X inches with a
140 pound hammer falling 30 inches.
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
WELL -GRADED GRAVELS,
CLEAN
Cu-4 and
•'
GW
GRAVEL -SAND MIXTURES WITH
GRAVEL
1-Cc-3
•
LITTLE OR NO FINES
WITH
POORLY GRADED GRAVELS,
N
<5%
FINES
Cu<4 and/
°
GP
GRAVEL -SAND MIXTURES WITH
t
or 1>Cc>3
o
LITTLE OR NO FINES
m
WELL -GRADED GRAVELS,
y
•
GW-GM
GRAVEL -SAND MIXTURES WITH
rn
Cu_4 and
•
LITTLE FINES
`m
1-Cc-3
WELL -GRADED GRAVELS,
N
GRAVELS
•
GW-GC
GRAVEL -SAND MIXTURES WITH
o
WITH
•
LITTLE CLAY FINES
t
5% TO
POORLY GRADED GRAVELS,
12%
FINES
°
GP -GM
GRAVEL -SAND MIXTURES WITH
o
Cu<4 and/
LITTLE FINES
0
6
or 1>Cc>3
POORLY GRADED GRAVELS,
°
GP -GC
GRAVEL -SAND MIXTURES WITH
U
o
LITTLE CLAY FINES
y
CU
CU
m
IR
GM
SILTY GRAVELS, GRAVEL -SILT -SAND
t
o
MIXTURES
d
O1
GRAVELS
m
N
�
WITH >
GC
CLAYEY GRAVELS,
.0
W
12%
GRAVEL -SAND -CLAY MIXTURES
.y
a
FINES
GC -GM
CLAYEY GRAVELS,
O
0
GRAVEL -SAND -CLAY -SILT MIXTURES
m
WELL -GRADED SANDS,
CU y
CLEAN
Cu>-6and
SW
SAND -GRAVEL MIXTURES WITH
SANDS
1-Cc-3
LITTLE OR NO FINES
o
WITH
POORLY GRADED SANDS,
N
<5%
rn
FINES
Cu <6 and/
SP
SAND -GRAVEL MIXTURES WITH
Oor
y
1>Cc>3
LITTLE OR NO FINES
CU
CU
WELL -GRADED SANDS,
W
-C
SW-SM
SAND -GRAVEL MIXTURES WITH
Z
Cu--6and
°o
LITTLE FINES
E
1�Cc�3
WELL -GRADED SANDS,
U)
N
SANDS
fl
SW -SC
SAND -GRAVEL MIXTURES WITH
WITH
LITTLE CLAY FINES
0
5% TO
POORLY GRADED SANDS,
U
U
12%
FINES
SP-SM
SAND -GRAVEL MIXTURES WITH
N
Cu<6 and/
:.
LITTLE FINES
m
g
or 1>Cc>3
POORLY GRADED SANDS,
o
SP-SC
SAND -GRAVEL MIXTURES WITH
m
LITTLE CLAY FINES
t
CU
SM
SILTY SANDS, SAND -GRAVEL -SILT
t
2
MIXTURES
SANDS
WITH >
SC
CLAYEY SANDS,
p
12%
SAND -GRAVEL -CLAY MIXTURES
Q
FINES
SC-SM
CLAYEY SANDS, SAND -SILT -CLAY
MIXTURES
MIL
INORGANIC SILTS AND VERY FINE SANDS, SILTY OR
CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY
J�
O .-
SILTS AND CLAYS
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
CL-ML
INORGANIC CLAYS -SILTS OF LOW PLASTICITY, GRAVELLY
E >.
y d
(Liquid Limit
less than 50)
0 6
w w d U)Z_ m—o
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
—
OIL
ORGANIC SILTS & ORGANIC SILTY CLAYS OF
-C m o
—
LOW PLASTICITY
m a
NORGANICSILTS, MICACEOUS OR
O y w a)MH
DIATOMACEOUS FINE SAND OR SILT
w - -
Z `p
SILTS AND CLAYS
(Liquid Limit
CH
INORGANIC CLAYS OF HIGH PLASTICITY, FAT
LL�
greater than50)
CLAYS
OH
ORGANICCLAYS & ORGANICSILTS OF
MEDIUM -TO -HIGH PLASTICITY
PROJECT NO.: 20173363
DRAWN BY:
("KLIIMFELDER
CHECKED BY:
Bright People. Right Solutions. DATE:
GRAPHICS KEY
NCCU: Student Union
Nelson Street
Durham, North Carolina
REVISED:
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, INC 27560 1 PH: 919.755.5011 1 FAX: [phone] vwwv.kleinfelder.com

GRAIN SIZE
N
0
Y
U
W
w
0
J
O
N
0
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w
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w
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0
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0
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DESCRIPTION
SIEVE SIZE
GRAIN SIZE
APPROXIMATE SIZE
Boulders
>12 in. (304.8 mm.)
>12 in. (304.8 mm.)
Larger than basketball -sized
Cobbles
3 - 12 in. (76.2 - 304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.)
Fist -sized to basketball -sized
coarse
3/4 -3 in. (19 - 76.2 mm.)
3/4 -3 in. (19 - 76.2 mm.)
Thumb -sized to fist -sized
Gravel
fine
#4 - 3/4 in. (#4 - 19 mm.)
0.19 - 0.75 in. (4.8 - 19 mm.)
Pea -sized to thumb -sized
coarse
#10 - #4
0.079 - 0.19 in. (2 - 4.9 mm.)
Rock salt -sized to pea -sized
Sand
medium
#40 - #10
0.017 - 0.079 in. (0.43 - 2 mm.)
Sugar -sized to rock salt -sized
fine
#200 - #40
0.0029 - 0.017 in. (0.07 - 0.43 mm.)
Flour -sized to sugar -sized
Fines
Passing #200
<0.0029 in. (<O.07 mm.)
Flour -sized and smaller
AMOUNT
Term
Of
Use
Secondary
Constituent is
Fine Grained
Secondary
Constituent is
Coarse Grained
Trace
<5 %
<15
With
25 to <15 %
215 to <30
Modifier
215%
a30%
CONSISTENCY - FINE-GRAINED SOIL
MUNSELL COLOR
NAME
ABBR
NAME
ABBR
Red
R
Blue
B
Yellow Red
YR
Purple Blue
PB
Yellow
Y
Purple
P
Green Yellow
GY
Red Purple
RP
Green
G
Black
N
Blue Green
BG
SPT-N60
UNCONFINED
CONSISTENCY
(# blows / ft)
COMPRESSIVE
VISUAL / MANUAL CRITERIA
STRENGTH (0)(psf)
Very Soft
<2
<500
Thumb will penetrate more than 1 inch (25 mm). Extrudes
between fingers when squeezed.
Soft
2 - 4
500 - 1000
Thumb will penetrate soil about 1 inch (25 mm).
Remolded by light finger pressure.
Medium
4 - 8
1000 - 2000
Thumb will penetrate soil about 1/4 inch (6 mm).
Remolded by strong finger pressure.
Stiff
8 - 15
2000 - 4000
Can be imprinted with considerable pressure from thumb.
Very Stiff
15 - 30
4000 - 8000
Thumb will not indent soil but readily indented with
thumbnail.
Hard
>30
>8000
Thumbnail will not indent soil.
FROM TERZAGHI AND PECK, 1948, LAMBE AND WHITMAN, 1969, FHWA, 2002, AND ASTM D2488
APPARENT / RELATIVE DENSITY - COARSE -GRAINED SOIL PLASTICITY
APPARENT
DENSITY
SPT-N60
(# blows/0
MODIFIED CA
SAMPLER
(# blows/ft)
CALIFORNIA
SAMPLER
(# blows/ft)
RELATIVE
DENSITY
(%)
Very Loose
<4
<4
<5
0 - 15
Loose
4-10
5-12
5-15
15-35
Medium Dense
10-30
12-35
15-40
35-65
Dense
30 - 50
35 - 60
40 - 70
65 - 85
Very Dense
>50
>60
>70
85-100
FROM TERZAGHI AND PECK, 1948
STRUCTURE
DESCRIPTION
CRITERIA
Stratified
Alternating layers of varying material or color with layers at
least 1/4-in. thick note thickness.
Laminated
Alternating layers of varying material or color with the layer
less than 1/4-in. thick, note thickness.
Fissured
Breaks along definite planes of fracture with
little resistance to fracturing.
Slickensided
Fracture planes appear polished or glossy, sometimes striated.
Blocky
Cohesive soil that can be broken down into small angular lumps
which resist further breakdown.
Lensed
Inclusion of small pockets of different soils, such as small lenses
of sand scattered through a mass of clay; note thickness.
MOISTURE CONTENT
DESCRIPTION
FIELD TEST
Dry
Absence of moisture, dusty,
dry to the touch
Moist
Damp but no visible water
Wet
Visible free water, usually soil
is below water table
CEMENTATION
DESCRIPTION
FIELD TEST
Weakly
Crumbles or breaks with handling
or slight finger pressure.
Moderately
Crumbles or breaks with
considerable finger pressure.
Strongly
Will not crumble or break with
finger pressure.
REACTION WITH HYDROCHLORIC ACID
DESCRIPTION
FIELD TEST
None
No visible reaction
Weak
Some reaction, with bubbles
forming slowly
Strong
Violent reaction, with bubbles
forming immediately
DESCRIPTION
ILL
FIELD TEST
Non -plastic
NP
A 1/8-in. (3 mm.) thread cannot be rolled at any water
content.
Low (L)
< 30
The thread can barely be rolled and the lump or thread
cannot be formed when drier than the plastic limit.
The thread is easy to roll and not much time is required to
Medium (M)
30 - 50
reach the plastic limit. The thread cannot be rerol led after
reaching the plastic limit. The lump or thread crumbles when
drier than the plastic limit.
It takes considerable time rolling and kneading to reach the
High (H)
> 50
plastic limit. The thread can be rerolled several times after
reaching the plastic limit. The lump or thread can be formed
without crumbling when drier than the plastic limit.
ANGULARITY
DESCRIPTION
CRITERIA
Angular
Particles have sharp edges and relatively plane sides with unpolished
surfaces.
Subangular
Particles are similar to angular description but have rounded edges.
Subrounded
Particles have nearly plane sides but have well-rounded corners and
edges.
Rounded
Particles have smoothly curved sides and no edges.
PROJECT NO.: 20173363
DRAWN BY:
rKL E/NFEL DER CHECKED BY:
Bright People. Right Solutions. DATE:
REVISED:
SOIL DESCRIPTION KEY
NCCU: Student Union
Nelson Street
Durham, North Carolina
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] vww Aleinfelder.com

Q
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Date Begin - End: 12/21/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-1
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny / 40° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97164°
_
a
v
d .N
a� a°�i
o
Longitude:-78.900840
Q
m�
• Uncorrected N-VALUE
0
0)
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 371.5
T
5
(blows/ft)
IY
a
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X.2
Surface Condition: Grass
o m
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(6
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5 c
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Lithologic Description
TOPSOIL(4")
-------------------J
—=-----=—
Residual Soils
BGWOH 4
370
Clayey SAND (SC): fine to medium -grained, brown,
2
w
`et,veryloose__________ ___�
2
Sandy Fat CLAY (CH): yellowish brown, moist, soft
to medium stiff
BG2 51
2
5
3
i..._......_.................
Silty SAND (SM): fine-grained, brown, moist,
BG5
365
medium dense
121
7
I:
I:
151 ;
BG7
6
+:
10
:..:.::.
9
I:.
I:
360
I:
I:
I:
I
1'
17
BG8
8
15
..
brownish gray
9
....... �...:................
\
355
\:
Weathered Rock
: \
Triassic SANDSTONE: fine-grained, light gray
:50/6"
BG50/6"
20
...
..................:
350
X• X
X X
Triassic SILTSTONE: light gray- reddish brown
50/4.5"
BC=31
X X
X X
50/4.5"
25
345i
X x
X X
X X
x x
X X
-
X X
X X
X X
X X
X X
50/5.5"
BG26
X x
50/5.5"
30
The boring was terminated at approximately 29.5 ft.
GROUNDWATER
LEVEL
INFORMATION:
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
27 ft.
below
ground
340
with auger cuttings on December 22, 2016.
surface at the
Y Groundwater was
end of
observedat
approximately
14.5
ft. below
ground surface
24 hours
after
drilling
completion.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-1
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/23/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-2
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny / 30° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97215°
_
a
v
X .N
o
Longitude:-78.900750
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 368.5
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
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O
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,
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n'
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5 c
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1DASPHALT
Lithologic Description
(1.5AGGREGATE
BASE (6")BG3
18
Residual Soils
7Clayey
SAND (SC): fine to medium-graine11
Ifight
moist, medium dense
365gray,
2714
BC=12
:.
5131....._......
Lean CLAYwith Sand (CL): brownish gray
— rt
B(--3
very stiff
19i
12
360
71
• \ �50/6"
BC 11
— — — — — — — — — — — — — — — — — — —
Weathered Rock
50/6"
10
Triassic SANDSTONE: fine to medium -grained,
• • • • • .. • • • • •. • • • • • • • • • • =• • • • • •
brownish gray
355
:50/2"
G50/2"
pink
15
...
..................:.............
1
350
:50/3"
G50/3"
345
:50/1"
wet
340
:50/2"
C 50/2"
The boring was terminated at approximately 28.5 ft.
GROUNDWATER
LEVEL
INFORMATION:
30
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
16 ft.
below
ground
with auger cuttings and patched at surface on
surface at the
end of drilling.
December 23, 2016.
GENERAL NOTES:
The exploration
location
and
elevation
are
approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-2
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

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Date Begin - End: 12/23/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-3
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny / 30° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97197°
_
a
v
X .N
o
Longitude:-78.900520
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 371.5
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
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Lithologic Description
ASPHALT (2")
AGGREGATE BASE (8")
BG11
45
Residual Soils
370
18
Sandy Lean CLAY (CL): reddish brown - gray,
27
�\
moist, hard
'
50/5.5"
BG 19
30
5
• • •
Weathered Rock
50/5.5"
............ ....... ......
Triassic SANDSTONE: fine-grained, gray
:50/6"
BG50/6"
365
fine to medium -grained, light gray
:50/2"
BG21
50/2"
10
...
:......:.....:.......
%
360
%
Residual Soils
T
Sandy Lean CLAY (CL): reddish brown - gray,
/
/*
moist, hard
51
i\
BG 14
21
15
30
...........
355
— — — — — — — — — — — — — — — — — — —
Weathered Rock
-------\' —
Triassic SANDSTONE: fine-grained, grayish brown,
\
wet
\
:50/4'\
BG50/4"
350
— — — — — — — — — — — — — — — — — — —
Residual Soils
— - — - — - — - —
-F/
Sandy Lean CLAY (CL): reddish brown, moist, very
_j
stiff
:50/1"
40
FL
B- 17
— — —
Weathered Rock
50/1"
— — — — — — — — —
25
Triassic SANDSTONE: fine-grained, light reddish
• • • • • .. • • • • •= • • • • • : • • • • • =• • • • • •
1
brown
345
:50/0"
BG50/0"
The boring was terminated at approximately 28.5 ft. GROUNDWATER LEVEL INFORMATION:
30
below ground surface. The boring was backfilled = Groundwater was observed at approximately 26 ft. below ground
with auger cuttings and patched at surface on surface at the end of drilling.
340
December 23, 2016. GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-3
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

P
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Date Begin - End: 12/23/2016 Drilling Company: Trigon Exploration, LLC
BORING LOG B-4
Logged By:
C. Carroll Drill Crew:
E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile
Hammer Type - Drop:
140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny 50° Auger Diameter:
2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97196°
_
a
v
X .N
o
Longitude:-78.900230
Q
m�
• Uncorrected
N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 373.5
T
5
(blows/ft)
IY
a
`�
�
o_
E o w
X
Surface Condition: Asphalt
�m
O
N o
O
E
O m
rn
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y o
t,
Q j E
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U O
O z
U S
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7
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UZ
N II
IZ N N
Q w 0
C9
(6
u�
0.
mz
20
40 60 80
N z
n'
fn >.
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rn
2)
0-
i5
_j
O Z
0-
Lithologic Description
ASPHALT (1.5")
AGGREGATE BASE (4")
BG2
6
Residual Soils
3
Fat CLAY with Sand (CH): yellow - gray, moist,
3
CH
30.7
76
68
49
medium stiff
370
________ __________
.21=—=—=
BG4
Sandy Lean CLAY (CL): yellowish brown, moist,
7
i
5
very stiff
14
:�.....:.....:.....:......
27�
BG6
9
reddish brown
18
CL
19.5
67
40
22
365
Clayey SAND (SC): fine-grained, greenish gray
BG20
black, moist, very dense
:53
10
33
....._......_..........._......
Weathered Rock
\
Triassic SANDSTONE: fine-grained, reddish brown
\
360
•
gray
:50/6"
BC=50/6"
15
...
..................:
355
:50/1"
fine-grained, light brown
20
...
50/1.5"
C= 0/1.5"
medium -grained, pink - light gray
The boring was terminated because of auger refusal
GROUNDWATER LEVEL INFORMATION:
350
(t) at approximately 22 ft. below ground surface.
Groundwater was not encountered during drilling or after
The boring was backfilled with auger cuttings and
completion.
GENERAL NOTES:
25
patched at surface on December 23, 2016.
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
345
30
340
PROJECT NO.:
20173363
BORING LOG B-4
rKL
DRAWN BY:
CDC
E/NFEL DER
CHECKED BY:
XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE:
1/10/2017
Nelson Street
Durham, North Carolina
REVISED:
5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/21/2016 Drilling Company: Trigon Exploration, LLC
BORING LOG B-5
Logged By:
C. Carroll Drill Crew:
E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile
Hammer Type - Drop:
140 lb. Auto - 30 in.
Plunge:
-90 degrees Drilling Method:
Hollow Stem Auger
Weather:
Sunny 45° Auger Diameter:
2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97175°
_
a
v
X .N
a� a°�i
o
Longitude:-78.899930
Q
m�
• Uncorrected
N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 368.0
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
0-
U O
O z
U S
y
7
U
'N
.2Z
N II
!Z N
Q w o
C9
(6
co
O
mz
20
40 60 80
N z
n'
fn >.
5 c
O O
U
C ..
5 rn
(6
a
i5
1D
N Z
a
Lithologic Description
ASPHALT (1.5")
7
AGGREGATE BASE (3")
BG2
Residual Soils
3
Clayey SAND (SC): fine to coarse -grained, reddish
4
365
yellow, moist, loose
BG2 51
3
5
fine-grained, orangish brown - light brown
2
t.._......_.
:.....:......
SC
24.6
41
32
14
Sandy SILT (ML): reddish brown - light gray, moist
BG 8
very stiff
19,
11
360
BG6
38k
14
rt
10
hard
24
............:\....:............
355
BG2
50/5.5'
15
15
— — — — — — — — — — — — — — — — — — —
Weathered Rock
50/5.5'
— - —
- — - — - —
._..................
Triassic SANDSTONE: fine-grained, reddish brown
350
50/0.5'
medium -grained, pink
BG50/0.5'
20
...
.
The boring was terminated because of auger refusal
GROUNDWATER LEVEL INFORMATION:
345
(t) at approximately 21.5 ft. below ground surface.
Groundwater was not encountered during drilling or after
The boring was backfilled with auger cuttings and
completion.
patched at surface on December 22, 2016.
GENERAL NOTES:
The exploration location and elevation are approximate and were
25
estimated by Kleinfelder.
340
30
335
PROJECT NO.:
20173363
BORING LOG B-5
rKL
DRAWN BY:
CDC
E/NFEL DER
CHECKED BY:
XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE:
1/10/2017
Nelson Street
Durham, North Carolina
REVISED:
5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/22/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-6
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 55° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97215°
_
a
v
X .2
o
Longitude:-78.89991°
Q
m�
•Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 367.0
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
0-
U O
O z
U S
y
7
U
'N
.2Z
N II
!Z N
Q w o
C9
(6
u�
0.
mz
20 40 60 80
N z
n'
fn >.
5 co
O O
C ..
5 rn
(6
a
i5
1D
N Z
a
Lithologic Description
ASPHALT (1.5")
AGGREGATE BASE (6")
3G1 q
Residual Soils
365
2
Sandy Lean CLAY (CL): reddish brown, moist, soft
2
\
BG3
26:
6
'
5
very stiff
14
50/4.5"
BG 10
360
— — — — — — — — — — — — — — — — — — —
Weathered Rock
41
50/4.5"
— - — - — - — - —
Triassic SANDSTONE: fine-grained, reddish brown
light gray
50/4.5"
BG30
50/4.5"
10
...
...... ...... :.....:
355
50/3.5"
BG34
50/3.5"
350
:50/2"
BG30
18
20
' ' '
light gray
50/2"
....._......_..................
:50/0"
BG50/0"
345
The boring was terminated because of auger refusal GROUNDWATER LEVEL INFORMATION:
(t) at approximately 21 ft. below ground surface. Groundwater was not encountered during drilling or after
The boring was backfilled with auger cuttings and completion.
patched at surface on December 22, 2016. GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
25
340
30
335
PROJECT NO.: 20173363
BORING LOG B-6
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/22/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-7
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 50° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97194°
_
a
v
X .N
a� a°�i
o
Longitude:-78.899700
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 366.0
T
5
(blows/ft)
IY
a
`�
�
o-
E o w
X
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
�
y o
t,
Q j E
!Z
U O
O z
U S
y
7
U
'N
UZ
N II
IZ N N
Q w o
C9
(6
u�
0.
m�
20 40 60 80
N z
n'
fn >.
�
O O
U
0
C ..
rn
2)
0-
i5
_j
N Z
0-
Lithologic Description
ASPHALT (1 ")
365
AGGREGATE BASE (3")
BGWOH 3
Residual Soils
1
Fat CLAY with Sand (CH): greenish gray, moist,
2
CH
30.5
79
70
54
very soft
Lean CLAY with Sand (CL): reddish brown - gray,
3
5
moist, stiff
6
>_......:.................
360
\
42:
BG5
10
hard
32
.5"
50/4—
BG26
x x
— — — — — — — — — — — — — — — — — — —
Weathered Roc
50/4.5"
10
x x
x x
Triassic SILTSTONE: reddish brown
............= • • • • • : • • • • • =• • �• •
/
355
x x
x x
x x
x x
/
— — — — — — — — — — — — — — — — — — —
Residual Soils
— — — — — — — - —
Sandy SILT (ML): reddish brown, moist, hard
/
37
BG20
17
15
20
...._......_ �........_......
350
— — — — — — — — — — — — — — — — — — —
— — — = — = — —
Weathered Rock
\
Triassic SANDSTONE: fine-grained, light reddish
:50/6"
gG50/6"
brown
20—...
345
:50/3"
G50/3"
:50/4"
BG 15
25
25
light greenish gray
50/4"
340
:50/0"
BG50/0"
The boring was terminated because of auger refusal GROUNDWATER LEVEL INFORMATION:
(t) at approximately 27.5 ft. below ground surface. Groundwater was not encountered during drilling or after
The boring was backfilled with auger cuttings and completion.
30
GENERAL NOTES:
patched at surface on December 22, 2016. The exploration location and elevation are approximate and were
335
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-7
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/22/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-8
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 50° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97193°
_
a
v
X .N
a� a°�i
o
Longitude:-78.899360
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 359.5
T
5
(blows/ft)
IY
a
`�
�
o-
E o w
X
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
�
y o
t,
Q j E
!Z
U O
O z
U S
y
7
U
'N
UZ
N II
IZ N N
Q w 0
C9
(6
u�
0.
m�
20 40 60 80
N z
n'
fn >.
�
O O
U
0
C ..
rn
2)
0-
i5
_j
N Z
0-
Lithologic Description
ASPHALT (1 ")
AGGREGATE BASE (9")
BG1 3
Fill 1
1
---------
Sandy Fat CLAY (CH): brown, moist, very soft — — J
2
Residual Soils
BG3
10\
Fat CLAY with Sand (CH): gray, moist, soft
355
— —
Lean CLAY with Sand (CL): reddish brown - gray,
6
5
moist, stiff
\.:......:..........._......
t
24�
BG5
9
very stiff
15
\
BG10
41
350
15
10
hard
26
:.....\..:.....:......
Weathered Rock
Triassic SANDSTONE: fine-grained, light gray-
light reddish brown
:50/6"
BG50/6"
345
50/5.5"
BG50/5.5"
340
The boring was terminated because of auger refusal GROUNDWATER LEVEL INFORMATION:
335
(t) at approximately 23 ft. below ground surface. Groundwater was not encountered during drilling or after
25
The boring was backfilled with auger cuttings and completion.
patched at surface on December 22, 2016. GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
330
30
325
PROJECT NO.: 20173363
BORING LOG B-8
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/21/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-9
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 50° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97178°
_
a
v
X .N
a� a°�i
o
Longitude:-78.899150
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 356.0
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
0-
U O
O z
U S
y
7
U
'N
.2Z
N II
!Z N
w o
C9
0.Nfn
mz
20 40 60 80
n'
>.
5 c
O O..(6Q
U
5 rn
a
1DASPHALT
Lithologic Description
(1.5")
355
AGGREGATE BASE (10")
BG1
3Sandy
8
Residual Soils
Lean CLAY (CL): light gray - reddis5
moist, soft to medium stiff
16\
BG3
lbrown
5
5
very stiff
11
...... ...........:............
350
\ '
39y
BG4
16
hard
23
BG 14
50/5.5"
36
10
Weathered Rock
50/5.5"
...._......_..........._......
Triassic SANDSTONE: fine-grained, reddish brown
345
:50/4"
BG 12
36
15
...
50/4"
:
340
Residual Soils
Clayey SAND (SC): fine-grained, reddish brown -
/
bluish gray, moist, very dense
/
64 /
BG19
00
34
30
20
....\
.........
335
\
A
— — — — — — — — — — — — — — — — — — —
— - — - — - — -
Weathered Rock
50/1.5"
G50/1.5"
Triassic SANDSTONE: fine-grained, light gray
25
...
330
:50/3"
G50/3"
fine-grained, brownish gray
30
GROUNDWATER
LEVEL
INFORMATION:
The boring was terminated at approximately 29 ft.
Groundwater was
observed
at
approximately
16 ft.
below
ground
325
below ground surface. The boring was backfilled
surface 24 hours
after
drilling
completion.
with auger cuttings and patched at surface on
GENERAL NOTES:
December 22, 2016.
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-9
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 12/22/2016 Drilling Company: Trigon Exploration, LLC BORING LOG B-10
Logged By: C. Carroll Drill Crew: E. Estep
Hor.-Vert. Datum: Not Available Drilling Equipment: B57 Mobile Hammer Type - Drop: 140 lb. Auto - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 40° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97212°
_
a
v
X .2
o
Longitude:-78.899120
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 355.0
T
5
(blows/ft)
IY
a
`�
�
o-
E o w
X
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
�
y o
t,
Q j E
!Z
U O
O z
U S
y
7
U
'N
.2 Z
N II
IZ N N
Q w o
C9
(6
u�
0.
m�
20 40 60 80
N z
n'
fn >.
�
O O
U
ST
0
C ..
rn
2)
a
i5
_j
N Z
0-
Lithologic Description
ASPHALT (4")
Fill
BG1 4
Sandy Fat CLAY (CH): grayish brown, moist, soft
2
2
1
_
1
91
BG3
4
—350 5
stiff
5
r ..,......_ ........... .............
_
I
71
BG2
3
medium stiff, with wood pieces
4
Residual Soils
BC=12
Sandy SILT (ML): reddish brown, moist, stiff
-:50/5"
—345 10
' '
Weathered Rock
50/5"
Triassic SANDSTONE: fine-grained, light reddish
-
brown
:50/4"
Ill
BG50/4"
—340 15
:50/1"
—335 20
' ' '
:50/0"
BG50/0"
The boring was terminated because of split -spoon GROUNDWATER LEVEL INFORMATION:
—330 25
refusal (t) at approximately 23.5 ft. below ground Groundwater was not encountered during drilling or after
surface. The boring was backfilled with auger completion.
cuttings and patched at surface on December 22, GENERAL NOTES:
The exploration location and elevation are approximate and were
2016. estimated by Kleinfelder.
30
PROJECT NO.: 20173363
BORING LOG B-10
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 1/10/2017
Nelson Street
Durham, North Carolina
REVISED: 5/30/2018
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-11
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 80° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97203°
_
a
v
X .N
o
Longitude:-78.90071°
Q
m�
•Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 369.0
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
0-
U O
O z
U S
y
7
U
'N
.2Z
N II
!Z N
Q w o
C9
(6
u�
0.
mz
20 40 60 80
N z
n'
U) >.
5 co
O O
C ..
5 rn
(6
a
i5
1D
N Z
a
Lithologic Description
ASPHALT (5")
AGGREGATE BASE (5")
3G4
24
Residual Soils
7
:t
Clayey SAND (SC): fine-grained, light gray - yellow,
17
moist, medium dense
365
311
BG14
15
5
light grayish brown, dense
16
42i
BG14
16
i
light gray
26
J
360
/
BC=10
14
10
fine to coarse -grained, brown
16
:.
355
6 0
BG 15
25�
15
fine-grained, very dense
35
Weathered Rock
: \
Triassic SANDSTONE: fine-grained, light brown
\
:50/Y.
BG50/5"
350
20
...
..................:
1
:50/1"
345
25
...
340
G50/2"
The boring was terminated at approximately 28.5 ft.
GROUNDWATER
LEVEL
INFORMATION:
30
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
22 ft.
below
ground
with auger cuttings and patched at surface on May
surface at the
end of drilling.
25, 2018.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
335
PROJECT NO.: 20173363
BORING LOG B-11
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-12
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97177°
_
a
v
X .N
a� a°�i
o
Longitude:-78.900600
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 371.0
T
5
(blows/ft)
IY
a
`�
�
o-
E o w
X
Surface Condition: Asphalt
�m
O
N o
O
E
O m
rn
�
y o
t,
Q j E
!Z
U O
O z
U S
y
7
U
'N
UZ
N II
IZ N N
Q w o
C9
(6
co
0.
mz
20 40 60 80
N z
n'
fn >.
�
O O
U
0
C ..
rn
2)
0-
i5
_j
N Z
0-
Lithologic Description
ASPHALT (2")
370
AGGREGATE BASE (6")
BG2
4
10
Residual Soils
Sandy Fat CLAY (CH): light brown - yellow, moist,
6
stiff
--------------------
--------
BG6
Sandy Lean CLAY (CL): light gray - reddish brown,
231
moist, very stiff
9
54
.....:.....:......
365
_______ _________ _
_
,75
BG12
Clayey SAND (SC): fine-grained, light brown, moist,
33
very dense
42
BG 17
— — — — — — — — — — — — — — — — — — —
-------=57/4"
x x
Weathered Rock
43
10
x x
x x
x x
Triassic SILTSTONE: light reddish brown
57/4"
'
..................:......• • • • • •
360
x x
x x
x x
x x
x x
x x
x"
— — — — — — — — — — — — — — — — — — —
-------=50/4"
BG50/4"
Triassic SANDSTONE: fine-grained, light brown
355
:50/5"
BG50/5"
350i
:50/3"
G50/3"
light reddish brown
25
...
345
fine to coarse -grained
�50/5"
BG50/5"
The boring was terminated at approximately 29 ft.
GROUNDWATER
LEVEL
INFORMATION:
30
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
21 ft.
below
ground
340
with auger cuttings and patched at surface on May
surface at the
end of drilling.
25, 2018.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-12
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-13
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97149°
_
a
v
d .N
a� a°�i
o
Longitude:-78.900730
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 374.0
T
(blows/ft)
IY
a
`�
�
o-
E o w
X.2
Surface Condition: Concrete
m
o
d o
o
E
E
o rn
rn
y o
Q j Q
0-
U O
O z
U S
y
7
U
'N
2z
N II
0- N
Q w o
C9
(6
u)
O
mz
20 40 60 80
N z
n'
fn >.
5 U
O O
U
C ..
5 rn
a
1D
a
Lithologic Description
CONCRETE (4")
10
AGGREGATE BASE (18")
BG8
— — — — — — — — — — — — — — — — — — —
Residual Soils
7
3
--------
Sandy Fat CLAY (CH): yellowish red, moist, soft to
I
medium stiff
I
BG5
370
131
________ __________
5
5
Sandy Lean CLAY (CL): light brown - yellow, moist
8
l . _......_ .....:.....:......
medium stiff
g
BG3
4
5
365
18�
BG6
8
10
very stiff
10
...._..�.._.........._......
BG15
360
-------------------
—_—_—_—_50/3"
x x
Weathered Rock
42
15
x x
x x
x x
x x
x x
Triassic SILTSTONE: reddish brown
50/3"
x x
x x
x x
x x
_____________ _____
:50/3"
G50/3"
355
Triassic SANDSTONE: fine-grained, light reddish
brown
:
1
_=
Triassic MUDSTONE: light greenish gray- reddish
:50/6"
BG50/6"
350
brown
25
=
..................:.............
Triassic SANDSTONE: fine-grained, gray- pink
:50/4"
BC 50/4"
345
30
The boring was terminated at approximately 29 ft.
GROUNDWATER
LEVEL
INFORMATION:
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
22 ft.
below
ground
with auger cuttings and patched at surface on May
surface at the
end of drilling.
25, 2018.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
340
PROJECT NO.: 20173363
BORING LOG B-13
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

P
O
J
Z
F
U'
Z
Ir
O
m
LL
Y
m
c�
0
Ir
a
co
m
J
F
Z
0
0
Ir
� 0
DZ
N Q
i
m E, Y ui
o W
Y Q
J
Lu
g
J
LL F
z z
Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-14
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97180°
_
a
v
X .N
a� a°�i
o
Longitude:-78.900350
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 373.5
T
5
(blows/ft)
IY
a
`�
�
a
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
!Z
U O
O z
U S
y
7
U
'N
UZ
-N II
!Z N
Q w 0
C9
(6
u�
0.
m�
20 40 60 80
N z
n'
fn >.
5 U
O O
U
C ..
5 rn
(6
a
i5
N Z
o
Lithologic Description
ASPHALT (1 ")
AGGREGATE BASE (4")
BG4
13
Residual Soils
6
-------
Sandy Fat CLAY (CH): yellow, moist, stiff
7
370
Sandy Lean CLAY (CL): light brown, moist, stiff
BG10
-------------------
—29----_ _
Clayey SAND (SC): fine-grained, light brown -gray,
13
i
5
moist, medium dense
16
.....:...)...:.....:.....:......
—
Sandy Lean CLAY (CL): light gray - reddish brown,
BG �0
moist, hard
:32
l)
17
1
365
39
BG12
18
10
21
360
:50/6"
BG 18
•
— — h—ere—d —Rock — — — — — — — — — — — — — —
Weat
50/6"
15
Triassic SANDSTONE: fine-grained, light grayish
• • • • • =• • • • • •. • • • • • • • • • • =• • • • • •
brown
355
—
—
— — — — — — — — — — — — — — — — — — —
Triassic MUDSTONE: light gray- reddish brown
—=—=—=—=-
:50/5"
BG50/5"
20
—
..................:.............
350
Triassic SANDSTONE: fine to medium -grained, tan
50/1"
25
...
345
50/0.5"
The boring was terminated at approximately 28.5 ft. GROUNDWATER LEVEL INFORMATION:
30
below ground surface. The boring was backfilled Groundwater was not encountered during drilling or after
with auger cuttings and patched at surface on May completion.
25, 2018. GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
340
PROJECT NO.: 20173363
BORING LOG B-14
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/24/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-16
Logged By: C. Carroll Drill Crew: C. Higgins
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 75° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97157'
_
a
v
d .N
o
Longitude:-78.900260
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 376.0
T
5
(blows/ft)
IY
a
�
� o
E o w
X.2
u
Surface Condition: Grass
�m
o
d o
o
E�
o rn
rn
�
y o
.2z
2 j E
!Z
U O
O z
U S
y
7
U
'N
N II
IZ N N
Q w o
C9
(6
u�
0.
m�
20 40 60 80
N z
n'
fn >.
�
O O
U
0
C ..
rn
2)
0-
i5
_j
N Z
0-
Lithologic Description
TOPSOIL (3")
--------------------
---------
375
Residual Soils
18
BG3
Sandy Fat CLAY (CL): reddish yellow, moist, very
6
'
stiff
12
I:
_______ ___________
Clayey SAND (SC): fine to medium -grained, reddish
I
BG9
yellow, moist, medium dense
17 I:
5
8
370
17
BC=6
8
.
tan
9
4'
1
22�
BG61
11
365
:1
1
:1
1
1
34 1 '
I•
BC=9
16
15
light brown, dense
18
,._.
360
1:
1:
— — — — — — — — — — — — — — — — — — —
— - — L — - — - —
Lean CLAY with Sand (CL): reddish brown, moist,
j
hard
qq15
BG9
20
29
\:
355
;\
\
Weathered Rock
_ _
Triassic SANDSTONE: fine to medium -grained,
light brown
x
:50/3"
BG50/3"
350
fine-grained, light reddish brown
50/0.5"L
BG50/0.5"
The boring was terminated because of auger refusal
GROUNDWATER
Groundwater was
LEVEL
not
INFORMATION:
encountered
during drilling
or after
30
(t) at approximately 28 ft. below ground surface.
completion.
The boring was backfilled with auger cuttings on May
GENERAL NOTES:
345
25, 2018.
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-15
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/24/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-16
Logged By: C. Carroll Drill Crew: C. Higgins
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 80° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97161 °
_
a
v
d 'N
o
Longitude:-78.900020
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 375.0
T
5
(blows/ft)
IY
a
�
� o
E o w
X.2
u
Surface Condition: Grass
�m
o
d o
o
E�
o rn
rn
y o
Q j Q
0-
U O
O z
U S
y
7
U
'N
2z
N II
0- N
Q w o
C9
(6
u�
O
mz
20 40 60 80
N z
n'
fn >.
5 U
O O
U
0
C ..
5 rn
(6
a
i5
1D
N Z
a.
Lithologic Description
TOPSOIL (8")
Residual Soils
10
BG4
Sandy Fat CLAY (CH): reddish yellow, moist, stiff
4
e
6
Clayey SAND (SC): fine to medium -grained, reddish
BG
yellow to tan, moist, medium dense
221
10
370
.....
12
.33\
BG13
16
i
fine-grained, tan, dry, dense
17
I
I�
30
BG15
16
365 10
14
i.._..........._......
I
I�
I�
: 351
BG9
15
360 15
...
light brown
20
..........I .......:.....:......
I:
I:
Lean CLAYwith Sand TC4 light grayish brown -
reddish brown, moist, hard
BG10
10
i
355 20
21
....._......
:50/2"
BG34
_—
— — — — — — — — — — — — — — — — — — —
Weathered Rock
50/2"
— — — — — — — — —
350 25
=
Triassic MUDSTONE: light reddish brown - light
...........= • • • • • .......• • • • • •
=
gray
_
:50/3"
BG26
50/3"
345 30
The boring was terminated at approximately 29 ft.
GROUNDWATER
LEVEL
INFORMATION:
below ground surface. The boring was backfilled
Groundwater was
not
encountered
during drilling
or after
with auger cuttings on May 25, 2018.
completion.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-16
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-17
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 75° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97141 °
_
a
v
d 'N
o
Longitude:-78.900120
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 375.0
T
5
(blows/ft)
IY
a
`�
�
o-
E o w
X.2
Surface Condition: Grass
�m
o
d o
o
E
E
o rn
rn
�
y o
.2z
Q j E
!Z
U O
O z
U S
y
7
U
'N
N II
IZ N N
Q w o
C9
(6
CO
0.
mz
20 40 60 80
N z
n'
fn >.
�
O O
U
0
C ..
rn
2)
0-
i5
_j
N Z
0-
Lithologic Description
TOPSOIL (4")
-------------------
---
Residual Soils
23,
BG4
Sandy_Fat C_LA_Y (CH): reddish yellow, moist, stiff
8
Clayey SAND (SC): fine-grained, reddish brown,
15
moist, medium dense
\
— — — — — — — — — — — — — — — — — — —
—_—_—_—�51/4"
BG35
::
Weathered Rock
49
370 5
.
Triassic SANDSTONE: fine-grained, light reddish7/7
51 /4"
=• • • • • •= • • • • • • • • • • =• • •%
bro_wn_________________ J
-----=—! —
Residual Soils
61�
BG12
Clayey SAND (SC): fine-grained, light brown, moist,
19
very dense
42
\
BG26
-------------------
:.:
Weathered Rock
47
365 10
• • •
Triassic SANDSTONE: fine-grained, light grayish
53/5•
"
• • • • =• • • • • •= • • • • • • • • • • =•
brown
:50/5"
13G50/5"
fine to medium -grained, light brown - pink
360 15
...
............................ /..
Residual Soils
/
Silty SAND (SM): fine to coarse -grained, pink,
moist, very dense
/
/
BG27
67 /
31
36
355 20
V
Y
'
r14
Weathered Rock
350 25
• • •
Triassic SANDSTONE: fine-grained, light greenish
=• • • • • •= • • • • • • • • • • =•
gray
--
x x
x x
— — — — — — — — — — — — — — — — — — —
Triassic SILTSTONE: reddish brown
x x
x x
x x
:50/5"
BG37
x x
The boring was terminated at approximately 29.5 ft.
GROUNDWATER
LEVEL
INFORMATION:
345 30
below ground surface. The boring was backfilled
Groundwater was
not
encountered
during drilling
or after
with auger cuttings on May 25, 2018.
completion.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-17
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/24/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-18
Logged By: C. Carroll Drill Crew: C. Higgins
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97160'
_
a
v
d .N
a� a°�i
o
Longitude:-78.899760
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 371.0
T
5
(blows/ft)
IY
a
`�
�
� o
E g w
X.2
u
Surface Condition: Leaves & Ivy
�m
o
d o
o
E�
o rn
rn
y o
Q j Q
0-
U O
O z
U S
y
7
U
'N
2z
N II
!Z N
Q w o
C9
(6
u�
0.
COD20
40 60 80
N z
n'
fn >.
5 co
o
C ..
5 rn
(6
a
i5
1D
Z
a
Lithologic Description
TOPSOIL (8")
370
Residual Soils
24
BG g
Sandy Lean CLAY (CL): light grayish brown, moist,
very stiff
16
\:
Clayey SAND (SC): fine to medium -grained, tan,
BG 13
moist, very dense
',8�
3
5
55
............................
365
:50/4
BC=30
Weathered Rock
50/4"
Triassic SANDSTONE: fine to medium -grained, tan
:50/5"
BG33
50/5"
10
...
.
/.
360
— Residual Soil— — — — s — — — — — — — — — — — — — —
—r
z
Clayey SAND (SC): fine to medium -grained, tan,
/
moist, dense
/
:3200
BG14
16
15
16
:. J.....:.....:......
:\
355
\
' \
BG36
Weathered Rock
50/5"
20
Triassic SANDSTONE: fine to medium -grained,
• • • • • =• • • • • •. • • • • • • • • • • =• • • • • •
light brown
350
X x
X x
X x
— — — — — — — — — — — — — — — — — — —
Triassic SILTSTONE: reddish brown
— — — - — - — - —
X x
X x
X x
:50/5"
BG37
X x
X x
50/5"
25
x x
Xx
' ' ' '
....._......_..........._......
345
X x
x x
X x
X x
X x
X X
X X
X x
:50/2"
G50/2"
The boring was terminated at approximately 28.5 ft.
GROUNDWATER
LEVEL
INFORMATION:
30
below ground surface. The boring was backfilled
Groundwater was
not
encountered
during drilling
or after
340
with auger cuttings on May 25, 2018.
completion.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-18
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

Date Begin - End: 5/24/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-19
Logged By: C. Carroll Drill Crew: C. Higgins
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-55 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97136'
_
a
v
d .N
a� a°�i
o
Longitude:-78.899690
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 370.0
T
5
(blows/ft)
IY
a
`�
�
� a
E g w
X.2
u
Surface Condition: Bare Earth
�m
o
d o
o
E�
o rn
rn
y o
Q j Q
0-
U O
O z
U S
y
7
U
'N
2z
N II
!Z N
Q w o
C9
(6
u�
0.
COD20
40 60 80
N z
n'
fn >.
5 co
O O
C ..
5 rn
(6
a
i5
1D
N Z
a
Lithologic Description
Residual Soils
Sandy Lean CLAY (CL): light gray - yellow, moist,
gG6
8
very stiff
16
8
v
'i50/5"
BG37
Weathered Rock
50/5"
365 5
Triassic SANDSTONE: fine-grained, reddish brown
• • • • • =• • • • • •. • • • • • • • • • • =• • • • • •
:50/5"
15528
50/5"
Triassic MUDSTONE: light reddish brown - light
:50/2"
FL
BG27
=
gray
—
50/2"
360 10
=
..................:.............
Triassic SANDSTONE: fine-grained, light brown
50/5"
BG50/5"
355 15
...
..................:
:50/3"
G50/3"
350 20
...
..................:.............
1
:50/5"
BG23
50/5"
345 25
z
is
Residual Soils
Clayey SAND (SC): fine to medium -grained, light
brown - pink, moist, dense
BG17
14
38 i
rt
340 30-124
The boring was terminated at approximately 30 ft.
GROUNDWATER
LEVEL
INFORMATION:
below ground surface. The boring was backfilled
= Groundwater was
observed
at
approximately
22 ft.
below
ground
with auger cuttings on May 25, 2018.
surface at the
end of drilling.
GENERAL NOTES:
The exploration
location
and
elevation
are approximate
and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-19
rKL
DRAWN BY: CDC
E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

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Date Begin - End: 5/25/2018 Drilling Company: J & L Drilling, Inc. BORING LOG B-20
Logged By: C. Carroll Drill Crew: Mario
Hor.-Vert. Datum: Not Available Drilling Equipment: CME-75 Hammer Type - Drop: 140 lb. Cathead - 30 in.
Plunge: -90 degrees Drilling Method: Hollow Stem Auger
Weather: Sunny 85° Auger Diameter: 2.25 in. I.D.
FIELD EXPLORATION
LABORATORY RESULTS
Latitude: 35.97181 °
_
a
v
X 'N
o
Longitude:-78.899620
Q
m�
• Uncorrected N-VALUE
0
o
-o m
m d
J
Approximate Ground Surface Elevation (ft.): 365.5
T
5
(blows/ft)
IY
a
`�
�
o-
E w
X.2
Surface Condition: Asphalt
m
O
N o
O
E
O m
rn
y o
,
Q j Q
0-
U O
O z
U S
y
7
U
'N
.2Z
N II
!Z N
w 0
C9
0.NU)
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20 40 60 80
n'
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5 U
O O..Q
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5 rn
a
1D
a365
Lithologic Description
ASPHALT (3")
AGGREGATE BASE (6")BG5
s0
Residual Soils
12
Sandy Lean CLAY (CL): reddish brown - 118moist,
hardBG15
43\
1gray
20
23
360BG9
301317
---------------
---=—=—�50/4Weathered
Rock
BG40
Triassic MUDSTONE: reddish brown50/4"
355
—
—
:50/4"
BG50/4"
—
15
:............:............
350
_—
:50/3"
C-50/3"
20
—
..................:.............
345
—
:50/6"
BC 50/6"
=
light bluish gray- reddish brown
25
=
..................:.............
340
—
_
:50/2"
The boring was terminated at approximately 28.5 ft. GROUNDWATER LEVEL INFORMATION:
30
below ground surface. The boring was backfilled Groundwater was not encountered during drilling or after
335
with auger cuttings and patched at surface on May completion.
25, 2018. GENERAL NOTES:
The exploration location and elevation are approximate and were
estimated by Kleinfelder.
PROJECT NO.: 20173363
BORING LOG B-20
DRAWN BY: CDC
(I'KL E/NFEL DER
CHECKED BY: XCB
NCCU: Student Union
Bright People. Right Solutions.
DATE: 5/30/2018
Nelson Street
Durham, North Carolina
REVISED: -
KLEIN FELDER - 3500 Gateway Centre Blvd, Suite 200 1 Morrisville, NC 27560 1 PH: 919.755.5011 1 FAX: [phone] wow Aleinfelder.com

KL E/NFEL OER
0"ght People, flight Solutions.
APPENDIX C
LABORATORY TEST RESULTS
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 accordance with ASTM
Designation D 2216. The test results are presented on the attached sheets.
Atterberg Limits
A representative sample was selected for Atterberg Limits testing to determine the soil's plasticity
characteristics. The Plasticity Index (PI) is representative of this characteristic and is bracketed by
the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the
soil will flow as a heavy viscous fluid and the Plastic Limit is the moisture content at which the soil
begins to lose its plasticity. The test was conducted in accordance with ASTM D 4318.
Liquid Limit ' • `
Plastic Saturated Very wet, usually from below the groundwater
Range table
Plastic Limit Wet Requires drying to attain optimum moisture
Optimum Moist At or near optimum moisture
Moisture
Shrinkage Limit Dry Requires additional water to attain optimum
moisture
Percent Fines
In this test, the sample is dried and then washed over a standard No. 200 sieve. The percentage of
soil, by weight, passing the sieve is the percentage of fines or portion of the sample in the silt and
clay size range. This test was conducted in accordance with ASTM Designation D 1140.
20190536.001A I GS017R79760 June 13, 2018
© 2018 Kleinfelder www.kleinfelder.com

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APPENDIX D
GBA DOCUMENT
20190536.001A I GS017R79760 June 13, 2018
0 2018 Kleinfelder www.kleinfelder.com

r- Geolechnical-EngineePing RePOPI --)
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the client's goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
• the structure's location and orientation on the site; and
• other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the sites size or shape;
• the function of the proposed structure, as when its
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a difrerentproject;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an `apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a sites
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
confer with other design -team members,
help develop specifications,
review pertinent elements of other design professionals'
plans and specifications, and
be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations;' many of these provisions indicate
where geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenviron mental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
&EPA ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] www.geoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent