20210050 Ver 1_4_Geotechnical Report_20201223

Geotechnical Report

GEOTECHNICAL DUE DILIGENCE REPORT
OF SUBSURFACE INVESTIGATION
4804 N. ROXBORO STREET
DURHAM, NORTH CAROLINA
PREPARED FOR:
DURHAM PUBLIC SCHOOLS
CONSTRUCTION & CAPITAL PLANNING
2011 HAMLIN ROAD
DURHAM, NORTH CAROLINA 27704
PREPARED BY:
FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NORTH CAROLINA 27513
PROJECT NUMBER: G19032.00
JULY 17, 2019
LCON
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ALCON
ENGINEERING
July 17, 2019
Mr. Fred Jernigan, AIA
Senior Project Manager
Durham Public Schools
Construction and Capital Planning
2011 Hamlin Road
Durham, North Carolina 27704
Re: Geotechnical Due Diligence Report of Subsurface Investigation
4804 N. Roxboro St.
Durham, North Carolina
Falcon Project No.: G19032.00
Dear Mr. Jernigan:
As authorized, Falcon Engineering, Inc. (Falcon) has completed a due diligence subsurface investigation for the above
referenced project. This subsurface investigation was conducted in June 2019. The opinions and observations rendered in this
report are based solely on our site reconnaissance, performance of thirty-four (34) soil test borings, review of previous
subsurface investigations performed by others, geophysical surveying, laboratory testing, engineering evaluation of the data
obtained, and generally accepted geotechnical engineering practices and principles. Falcon appreciates the opportunity to have
provided geotechnical engineering services to Durham Public Schools (DPS) for this project. If you have any questions
concerning the contents of this report or need additional information, please do not hesitate to contact our office.
Sincerely,
FALCON ENGINEERING, INC.
QQ 1.
SEAL =
040336 =
4S. GIN
Allan Paul, PE
Project Manager / Project Engineer
Jeremy R. Hamm, PE
Geotechnical Services Manager

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
TABLE OF CONTENTS
SECTION 1: PROJECT INFORMATION.................................................................................................5
1.1 PROJECT DESCRIPTION...............................................................................................................
5
1.2 SITE DESCRIPTION........................................................................................................................
5
1.3 SITE GEOLOGIC DESCRIPTION....................................................................................................6
1.4 TOPOGRAPHICAL DATA................................................................................................................7
1.5 HISTORIC AERIAL PHOTOS..........................................................................................................7
1.6 USDA SOIL SURVEY DATA............................................................................................................8
TABLE 1.1: USDA SOIL SURVEY...............................................................................................................................8
SECTION 2: PURPOSE AND SCOPE.....................................................................................................9
SECTION 3: FIELD INVESTIGATION...................................................................................................10
3.1 SITE RECONNAISSANCE AND PROJECT SET-UP....................................................................
10
3.2 SOIL TEST BORINGS....................................................................................................................
10
3.3 GEOTECHNICAL INVESTIGATION BY OTHERS........................................................................10
3.4 MULTI -CHANNEL ANAYLSIS OF SURFACE WAVES.................................................................
11
TABLE 3.1: MASW MODEL.......................................................................................................................................11
TABLE 3.2: ESTIMATED, AVERAGE SHEAR -WAVE VELOCITY............................................................................12
3.5 SEASONAL HIGH WATER TABLE ASSESSMENT......................................................................
12
TABLE 3.3: SUMMARY OF SHWT EVALUATION....................................................................................................12
SECTION 4: LABORATORY TESTING.................................................................................................13
TABLE 4.1: LABORATORY INDEX TESTING SUMMARY.......................................................................................13
TABLE 4.2: ORGANIC CONTENT TESTING SUMMARY.........................................................................................13
SECTION 5: SUBSURFACE CONDITIONS..........................................................................................14
5.1 SURFACE MATERIALS, SOIL, AND ROCK..................................................................................14
5.2 GROUNDWATER MEASUREMENTS...........................................................................................15
5.3 VISUALIZATION OF SUBSURFACE DATA..................................................................................16
SECTION 6: GEOTECHNICAL CONSIDERATIONS FOR DEVELOPMENT........................................17
6.1 SITE PREPARATION CONSIDERATIONS...................................................................................17
6.2 GRADING CONSIDERATIONS.....................................................................................................18
6.3 EXCAVATION CONSIDERATIONS...............................................................................................19
6.4 BUILDING PAD CONSIDERATIONS.............................................................................................19
6.5 FILL SELECTION, PLACEMENT, AND COMPACTION................................................................20
6.6 GROUNDWATER, DEWATERING, DRAINAGE, AND SEASONAL HIGH WATER TABLE ........20
6.7 FOUNDATION CONSIDERATIONS..............................................................................................21
6.8 SLAB AND PAVEMENT SUBGRADE CONSIDERATIONS..........................................................23
TABLE 6.1: PRELIMINARY PAVEMENT SECTIONS FOR BUDGET PURPOSES..................................................23
SECTION 7: ADDITIONAL CONSIDERATIONS...................................................................................24
7.1 ADDITIONAL SERVICES...............................................................................................................24
7.2 FUTURE INVESTIGATION CONSIDERATIONS...........................................................................24
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 8: CLOSURE.........................................................................................................................25
APPENDICES
APPENDIX A
SITE VICINITY MAP.................................................................................................................... A-1
SITEPHOTOGRAPHS................................................................................................................ A-2
HISTORIC AERIAL PHOTOGRAPH........................................................................................... A-3
USDA SOIL SURVEY DATA....................................................................................................... A-4
APPENDIX B
LEGEND TO SOIL AND ROCK CLASSIFICATIONS AND SYMBOLS ....................................... B-1
BORING LOCATION PLAN......................................................................................................... B-2
SUBSURFACE PROFILES......................................................................................................... B-3
TESTBORING LOGS................................................................................................................. B-4
SUMMARY OF SUBSURFACE MATERIALS.............................................................................. B-5
APPENDIX C
INDEX CLASSIFICATION TEST RESULTS................................................................................ C-1
ATTERBERG LIMITS RESULTS................................................................................................. C-2
/_1»4zIQ 01]
TEST BORING LOGS AND LABORATORY TEST RESULTS BY OTHERS ............................. D-1
REPORT OF SEISMIC INVESTIGATION MASW SHEAR WAVE ANALYIS .............................. D-2
REPORT OF SEASONAL HIGH WATER TABLE DETERMINATION ......................................... D-3
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 4

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 1: PROJECT INFORMATION
This report presents the field and laboratory test procedures and their results and geotechnical recommendations for the
proposed project. Our investigation was performed in general accordance with the scope of services outlined in our revised
proposal F2019-021 dated, May 21, 2019.
1.1 PROJECT DESCRIPTION
Based on our prior correspondence, due diligence kick-off meeting, and electronic CAD files and drawings provided, it is our
understanding the following apply to the subject project:
➢ Durham Public Schools (DPS) is considering purchase of two adjacent parcels located at 4804 and 4622 N. Roxboro
Street in Durham, North Carolina;
➢ Proposed development will consist of a new high school, athletic fields, track and stadium, faculty parking, student
parking areas, bus loop and parking area, stormwater management areas, possible extension of Hebron Road to North
Roxboro Street, intersection modifications at Hebron Road and Denfield Street, and associated infrastructure;
➢ RATIO Architects, Inc (Ratio), the Project Architect, and CLH Design, the Project Civil Engineer, provided us with
an electronic CAD file indicating proposed boring locations, proposed building layout, and 2-foot contour lines;
➢ An existing drainage feature flows northward through the western third of the Site and an existing sanitary sewer line
parallels the drainage feature;
Should any of the above information stated by Falcon be inconsistent with the planned development, we request that
you contact us immediately to allow us to make any necessary modifications to this report.
1.2 SITE DESCRIPTION
According to Durham County GIS, the Site is comprised of two existing parcels: one at 4804 N. Roxboro St and the other at
4622 N. Roxboro St. Together, both parcels total approximately 76.52 acres as depicted on the Site Vicinity Map in Appendix
A of this report. The Site is bounded by N. Roxboro St. to the west. One commercial property and many residential properties
are present along the northern, eastern, and southern property boundaries.
The Site is accessible from two entrances on N. Roxboro St. and can also be accessed from Seven Oaks Rd. and Old Well St.
The southern entrance off of N. Roxboro St. is gravel and leads up to a dwelling. Much of the land surrounding the driveway
and structure is cleared except for several mature trees. The northern site entrance on N. Roxboro St. is almost obscured from
view and is heavily overgrown. Two (2) small retaining walls are present on either side of the entrance. Entrances from Seven
Oaks Rd. and Old Well St. are wooded and offer limited accessibility to the Site.
Site vegetation primarily consists of mature hardwoods and pines. Tree spacing is variable and thick underbrush is present in
some areas. Evidence of past roads or agriculture activities are present where trees are thinner or not present.
A natural drainage feature flows northwest through the Site. Two (2) offsite ponds outfall into the drainage feature: One pond
is located pond south of the intersection of Wellington Dr. and N. Roxboro St. and the other is located south of the
intersection of Monk Rd. and Ryan St. The drainage feature approximately divides the western third of the Site from the
eastern two-thirds.
A sanitary sewer easement extends from N. Roxboro St. through the Site following the natural drainage feature.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION Y
An injection well and an open well were observed during our Site walkthrough. Their coordinates were uploaded to GPS and
their locations shown on some of the Boring Location Plans in Appendix B.
1.3 SITE GEOLOGIC DESCRIPTION
According to the Geologic Map of Nor4b Carolina (1985) and the Compiled Geologic Map of Durham County, North Carolina (2016), the
Site spans three (3) mapped geologic formations of the Piedmont Physiographic Province of North Carolina:
1. Carolina Terrane (oldest formation)
2. The Triassic Basin
3. Intrusive Diabase (youngest formation)
The Carolina Terrane rocks around the Site are layered meta-volcanics originally deposited on or near the earth's surface by
volcanic eruption and meta -plutonic rocks. These layers have been subjected to deformation, low-grade metamorphism, and
extensive weathering.
The Triassic Basin was formed when the super continent, Pangea, began to rift, or split, apart. A rift basin formed along the
Jonesboro Fault and began infilling with upland sediments. The Carolina Terrane rocks are present on either side of the rift.
The subsequent consolidation of these sediments formed into sedimentary rocks. Specifically, rocks in this formation are
noted as the Newark Supergroup, Chatham Group; undivided (TRc), consisting of conglomerate, sandstone, siltstone, and mudstone.
➢ Conglomerate is a clastic sedimentary rock that contains large clasts (rock fragments of a different origin than the
parent rock). The space between the clasts is generally filled with smaller particles and/or a chemical cement that
binds the rock together. This matrix is analogous to concrete.
➢ Sandstone is a clastic sedimentary rock generally containing sand -size particles. It also contains a cementing material
that binds the sand grains together and may contain a matrix of silt or clay -size particles that occupy the spaces
between the sand grains.
➢ Siltstone is a clastic sedimentary rock generally containing silt -sized particles that are bound together.
➢ Mudstone is a sedimentary rock composed of a mixture of silt and clay -size particles but lacks the stratified structure
that is characteristic of shale.
After the Triassic Basin was formed, magma intruded into this area during the Jurassic period manifesting in different plutonic
formations. As the intrusive magma cooled, a mafic (rich in magnesium and iron), dense, dark colored, very hard, crystalline
rock mass formed. Due to its mineralogy, diabase is relatively less resistant to chemical and physical weathering processes
when compared "softer" sedimentary rocks. Therefore, diabase boulders are common within the Triassic Basin. This region of
North Carolina is known to be intruded by numerous dikes and sills of diabase.
➢ Dikes are formed when magma is forced up through or into the earth's crust. They consist of underground near -
vertical "walls" of material, which typically he with a roughly north -south trajectory and vary in "wall thickness" from
a few inches to tens of feet at the ground surface. Dikes typically follow a consistent trajectory for miles at a time.
➢ Sills are formed when the magma in a dike intrudes laterally into older layers of existing bedrock. They can be
described as near -horizontal "slabs" of material, in some cases many miles across and many feet thick.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
1.4 TOPOGRAPHICAL DATA
A terrain model of the site was created from 2-foot contour lines shown on the CAD file (2019-05-20 Soil Boring Location on
GIS for Due Diligence.dwg) provided to us from CLH. The terrain model was used to interpolate surface elevations at boring
locations and to generate a ground surface for subsurface profiles. Ground surface elevations produced from the model
should be considered approximate at very steep slopes. If topographic survey data becomes available later, Falcon can revise
our model to incorporate additional ground surface elevation data as requested.
The Site is best characterized by dividing the western third from the eastern two-thirds. On the western third of the Site
(between N. Roxboro St. and the natural drainage feature), a pronounced hill is present in the north west corner. Site surface
elevations at this hill reach approximate elevation 440 feet and slope down to the east toward the natural drainage feature. The
lowest point is where the drainage feature exits the northern property line around elevation 320 feet. On the eastern two-thirds
of the site, elevations rise from the drainage feature to the southern -central property line where ground surface elevations
reach elevation 372 feet. A draw is located near the eastern property line and exits the Site near the north-eastern property
corner.
1.5 HISTORIC AERIAL PHOTOS
Historic aerial imagery was obtained from the University of North Carolina (UNC) library website:
https://Ebrary.unc.edu/data/gis-usda/wake. Scanned aerial imagery obtained by the USDA Farm Service Agency circa 1950
was rotated and scaled by Falcon to approximately match current -day roads and environmental features to visualize historic
site features. This plan is included in Appendix A of this report. Based on this image, portions of the Site were used for
agricultural purposes and several structures once existed on Site.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
1.6 USDA SOIL SURVEY DATA
Soil survey data was accessed and downloaded from the United States Department of Agriculture Web Soil Survey website:
https://websoilsurvey.sc.egov.usda.gov/Al2p/WebSoilSurvey.aspx. A Site Plan depicting USDA soil survey data is included in
Appendix A of this report. The following soil units and their parent material are present within the area of proposed
development:
TABLE 1.1: USDA SOIL SURVEY
Pr MAP UNIT XMAP UNIT NAWMW PARENT MATERIAL
SYMBOL
Ch Chewacla and Wehadkee loam, Alluvium from igneous and metamorphic rock
frequently flooded
HrC I Herndon silt loam
Residuum weathered from metavolcanics
and/or argillite
IrB
Iredell loam
Residuum weathered from diabase, diorite,
and/or gabbro
MfB, MfC
Mayodan sandy loam
Residuum weathered from mudstone, siltstone,
and/or sandstone
NaD
Nason silt loam
Residuum weathered from metavolcanics
and/or argillite
Residuum weathered from mudstone, siltstone,
WsC
White Store sandy loam
and/or sandstone
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 2: PURPOSE AND SCOPE
Falcon has performed a geotechnical due diligence subsurface investigation for the proposed project. The purpose of this
investigation is to provide a general characterization of existing onsite soils, rock, and groundwater conditions, and to provide
design and development considerations for site programming, site preparation, earthmoving, groundwater, foundation, slabs -
on -grade, and pavements as it relates to observed geotechnical conditions at the site.
The project was accomplished through completion of the following tasks:
➢ Site reconnaissance by Falcon's Geotechnical Engineering personnel.
➢ Accessing select publicly available imagery and data.
➢ Review of subsurface data obtained by others.
➢ Selective site clearing by a hydraulic mulcher to provide drill rig access.
➢ Performance of thirty-four (34) Standard Penetration Test (SPT) soil borings.
➢ Visual -manual classification and stratification of the soil samples according to the Unified Soil Classification System
(USCS).
➢ Laboratory testing of select soil samples collected from the borings.
➢ Analysis of field and laboratory test data and collected soil samples.
➢ Preparation of this formal Geotechnical Due Diligence Subsurface Investigation report summarizing the field and
laboratory test results and geotechnical considerations for future development and investigation.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 3: FIELD INVESTIGATION
3.1 SITE RECONNAISSANCE AND PROJECT SET-UP
Prior to performing soil test borings, Falcon personnel contacted the North Carolina One -Call Center to request subscriber
utilities be located on site. Utilities were either marked in the field or noted to be specifically not in conflict with our marked
boring locations prior to the beginning of our field investigation.
Boring locations were selected by others and provided to us on the previously mentioned CAD drawing file. The coordinates
of the borings were uploaded to a Trimble Geo7X hand-held GPS unit capable of sub -meter accuracy and staked/marked in
the field.
Falcon subcontracted selective site clearing to afford access for the drill rig and safe working space for the drill crew. Falcon
geotechnical staff was onsite periodically during clearing operations to guide the rig and to stake boring locations. Site clearing
was performed based on the easiest and safest access and to the minimum extent necessary to complete the borings.
Drilling operations commenced shortly after site clearing began. During the field investigation, Falcon geotechnical staff
visited the project site periodically to measure groundwater in boreholes, backfill boreholes, obtain as -drilled coordinates of
each boring location, and to return samples and data to Falcon's office.
3.2 SOIL TEST BORINGS
Between June 11th and 18th, 2019, thirty-four (34) Standard Penetration Test (SPT) soil borings were performed at the site.
SPT borings were advanced to a maximum depth of 20.5 feet below the current ground surface by a CME 550 ATV mounted
drill rig equipped with hollow stem augers. SPT borings were performed in general accordance with ASTM D1586
"Penetration Test and Split -Barrel Sampling of Soils". Soil samples were obtained from soil borings at regular intervals using a
split -barrel sampler. An automatic hammer was used to advance the sampler. All soil samples were sealed in moisture retarding
containers, labeled, and transported to our laboratory for further analysis.
3.3 GEOTECHNICAL INVESTIGATION BY OTHERS
The Property seller provided the Project Team with a Geotechnical Exploration Report prepared by S&ME. S&ME is a well -
established and experienced provider of geotechnical services in the region and unless otherwise indicated to us by the Project
Team, the Seller, or S&ME, the data contained in their report should be considered pertinent to the site conditions and
planned development. In summary, S&ME's geotechnical investigation was performed between December 2014 and February
2015 for a proposed Walmart Grocery Store on the western third of the Site. Fifty-two (52) soil test borings were performed
throughout the previously planned development extending approximately 3 to 40 feet below existing grade. Boreholes were
inspected for groundwater after drilling and again after a period of about 24 hours. The laboratory testing program consisted
of many tests applicable to future development and construction using the soils encountered. The coordinates of the test
borings (Northing/Easting) were extracted from the report and are shown on the Overall Boring Location Plan in Appendix
B of this report.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
3.4 MULTI -CHANNEL ANAYLSIS OF SURFACE WAVES
Falcon subcontracted Multi -Channel Analysis of Surface Waves (MASW) testing to GeoSolutions Limited, Inc. On June 10th,
2019, four (4) MASW profiles were performed by a geophysicist within the footprint of the proposed structure at locations
selected by Falcon. Specific details regarding instrumentation, data acquisition, and processing can be found in the Report of
Seismic Investigation MASW Shear Wave Analysis is included in its entirety in Appendix D of this report.
In summary, MASW is a geophysical method that uses the dispersive characteristics of seismic surface waves to evaluate the
variation of shear -wave velocity, or Vs, with depth. Data is acquired by analyzing seismic surface waves generated by an
impulsive source such as a hammer strike and received by an array of geophones. A dispersion curve is calculated from the
data that shows the velocity of the surface waves as a function of frequency. A shear -wave velocity profile (1-D profile of
velocity as a function of depth) is then modeled from the dispersion curve. The resulting shear -wave profiles from multiple
regularly -spaced locations along a survey line are then combined and contoured into a 2-D cross-section of shear -wave
velocity. Shear -wave velocity is a function of the elastic properties of the soil and rock and is related to the relative density or
consistency (i.e. stiffness) of the subsurface materials.
In general, relative shear -wave velocity is slower in softer soil, moderate in stiff soil, faster in dense soil and soft/weathered
rock, and fastest in hard rock. A table is provided below correlating shear -wave velocity with general subsurface characteristics.
On this project, shear -wave velocity can be correlated to soil stiffness and used to directly calculate Seismic Site Classification;
however, correlation to soil types or origins cannot be made in any meaningful way.
SHEAR -WAVE VELOCITY
RANGE (FEET PER SECOND)
AL
0 to 600
600 to 1,200
TABLE 3.1: MASW MODEL
CORRESPONDING SUBSURFACE CHARACTERISTICS
Soft Soil
Stiff Soil
1,200 to 2,500 Very Dense Soil and Soft Rock
2,500 to 3,300 or greater Hard Rock
The MASW results are presented on the Subsurface Profiles included in Appendix B of this report. When interpreting MASW
results, the following should be noted:
➢ MASW data is collected for a single point at the center of the array. After the shot, the array is moved approximately
20 feet forward to collect another 1-D dataset. Shear -wave velocity is interpolated between each dataset to create 2D
profiles.
➢ In areas where the depth to dense/hard material is very shallow (e.g. less than 5 feet), the quality of MASW data was
too poor and unreliable and is therefore omitted.
➢ MASW Line 1, Line 2, and Line 3 were performed very near to nearby companion borings to "ground truth" the
seismic refraction data.
➢ Shear -wave velocity data collected from the upper 100 feet was provided to us for Seismic Site Classification analysis.
However, the shear -wave velocity models in the Appendix only include the upper 60 feet of the profile due to
relatively unchanging subsurface conditions at great depths.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
The weighted average estimated shear -wave velocity for the first 100 feet of material along each line is as follows:
TABLE 3.2: ESTIMATED, AVERAGE SHEAR -WAVE VELOCITY
LOCA ON Vs
�(FEETTER SECOND)
Line 1 2,472
Line 2 2,916
Line 3 2,942
Line 4 1 2,596 1
3.5 SEASONAL HIGH WATER TABLE ASSESSMENT
Falcon subcontracted the Seasonal High Water Table (SHWT) assessment to Agri -Waste Technology, Inc. (AWT). On June
19, 2019, a Licensed Soil Scientist visited the project site to conduct a field assessment within the footprint of several proposed
stormwater management areas. The assessments included advancing one or more shallow hand auger soil boring at each SPT
test boring location to an approximate depth of up to 120 inches or auger refusal (whichever occurs first) to analyze soil
drainage characteristics. The field assessment revealed indications of a perched SHWT observed at the following depths:
TABLE 3.3: SUMMARY OF SHWT EVALUATION
SURFACE EMMION TOTAL DEPTH TO SHWT�PELEVATION OF SHWT
(FT) JDEPTH (IN) INDICATORS (IN) INDICATORS (FT)
B-19 336.0 79 2 335.8
B-25 1 333.9 1 85 1 25 331.8
I B-28 339.5 39 1 34 1 336.7
Note: Surface elevations were computer interpolated from the terrain model created. If higher accuracy is needed, such as to
the nearest tenth of a foot, the ground surface elevations at the boring locations obtained by the surveyor can be provided to
us and we will revise this table as needed.
No apparent (visible) water table was observed in any hand auger soil borings during the field evaluation. The SHWT
Assessment can be found in its entirety in Appendix D of this report.
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 4: LABORATORY TESTING
All soil samples were visually -manually classified by our geotechnical staff in accordance with ASTM D2488 "Standard
Practice for Description and Identification of Soils (Visual -Manual Procedure)" and the Unified Soil Classification System
(USCS). During review of the collected soil samples, Falcon's geotechnical staff selected several representative samples for
further analysis in Falcon's soils laboratory.
➢ Ten (10) split -spoon (SS-#) soil samples were tested for natural moisture content (ASTM D2216), Atterberg Limits
(ASTM D4318), and mechanical sieve analysis (ASTM D6913).
➢ Five (5) grab samples (S-#) were tested for organic content (ASTM D2974) and natural moisture content.
➢ Seventeen (17) additional split -spoon samples were tested for natural moisture content only.
Moisture content testing results are shown on the individual Test Boring Logs in Appendix B of this report. Detailed soil
laboratory testing results can be found in Appendix C of this report. Summary tables of soil index testing results are provided
below:
TABLE 4.1: LABORATORY INDEX TESTING SUMMARY
SAMPLE BORING DEPTH NATURAL MNT PASSING ATTERBERG LIMITS USCS
ID ID FT MOISTURE #40 #200 PL PI SYMBOL
K ( ) CONTENT(%) _AL �W AL
SS-01 I B-01 1.0-1.5 15.6 90 87 69 41 20 21 CL
SS-04
B-04
1.0-2.5
19.8
97
83
58
64
22
42
CH
SS-09
B-09
1.0-2.5
23.6
100
96
68
64
25
39
CH
SS-11
B-11
3.5-5.0
17.7
93
84
70
55
26
29
CH
SS-15
B-15
1.0-2.5
25.7
98
94
84
44
27
17
ML
SS-20
B-22
1.0-2.5
50.8
99
96
86
91
38
53
CH
SS-22
B-24
1.0-2.5
43.7
97
92
82
100
21
79
CH
SS-26
B-28
1.0-2.5
14.6
84
68
46
36
21
15
SC
SS-30
B-32
3.5-5.0
13.6
92
53
36
47
24
23
SC
SS-32
B-34
1.0-2.5
39.6
100
98
94
87
42
45
MH
TABLE 4.2: ORGANIC CONTENT TESTING SUMMARY
I NATURAL I
ORGANIC
SAMPLEOWN
BORING
DEPTH
MOISTURE
CONTENT
ID ID
(FT) CONTENT (%)
(%)
S-01
B-06
1 0.0-0.5 1 22.5
3.1
S-02
B-17
0.0-0.5
23.5
3.0
S-03
B-23
0.0-0.5
35.6
6.1
S-04
B-28
0.0-0.5
20.9
3.9
S-05
B-30
0.0-0.5
29.8
6.5
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GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 5: SUBSURFACE CONDITIONS
The following section is a comprehensive description of subsurface conditions found in borings performed by Falcon and in
borings performed by others. The descriptions herein may refer to the same subsurface conditions/characteristics as reported
by others with some variations due to differences in standard practices and/or protocol.
5.1 SURFACE MATERIALS, SOIL, AND ROCK
Surface materials onsite primarily consist of topsoil or rootmat where encountered in the borings. Where noted on the drilling
logs, topsoil typically measured 2 to 8 inches in thickness. Thicker topsoil or rootmat may exist elsewhere on site in areas not
drilled.
Cultivated soils are surficial soils prepared for agricultural use by means of mechanical agitation through digging, stirring,
and/or overturning, adding chemical/nutrient amendments, and sometimes mixing in different soils to modify drainage
characteristics. Loose/soft cultivated soils may trap infiltrating surface water between underlying denser layers and become
saturated quickly. Moreover, cultivated soils may appear darker in color due to organic staining even when the organic content
may be relatively low (less than 3 percent by weight). While not identified in the borings, cultivated soils may be present within
the upper 12 to 18 inches of the ground surface in areas historically used for agricultural purposes.
Alluvial soils are soils that have been transported and deposited by flowing water. Soil particles in alluvium tend to segregate
based on grain size. Usually, larger particles like gravel and sand are located at the bottom of a deposit and finer particles like
silt and clay are located at the top of a deposit. Particle size also tends to vary by the amount of energy possessed by the
flowing water which deposited the soil. Fast flowing streams and rivers may deposit notably more granular soils while ponds,
eddies, or flood waters may deposit more silty or clayey soils. Alluvium was generally found in borings within the mapped
boundaries shown on the USDA soil survey map. Alluvium was identified in three (3) borings extending approximately 3.0
feet below the existing ground surface. Recovered samples of alluvium were laboratory or visually -manually classified as plastic
clay (CH) with varying amounts of sand and organic content. Relative moisture of samples recovered indicates wet to saturated
conditions. Alluvium exists in low-lying areas on -site, typically within the flood plains of existing drainage features.
Residual soils are formed from the in -place weathering of the parent bedrock. Based on the geologic formations in this area
and samples recovered from the borings, subsurface conditions at this site are highly variable across the Site. For this
investigation, the distinction is made between residuum formed from diabase or metavolcanic rocks and Triassic residuum
formed from Triassic bedrock. The distinction is beneficial for delineating subsurface conditions within and between borings.
The distinction was not made in the S&ME report; however, Falcon has inferred some apparent distinction based on
subsurface descriptions reported on boring logs and mapped geologic boundaries and should be considered approximate. In
some areas, both residuum and Triassic residuum were encountered in the same boring due to the intrusive nature of diabase.
Also, in some borings, Triassic soils in close contact with a diabase dike or sill have been contact -metamorphosed resulting in
very dark gray color and are relatively dry.
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➢ Triassic residuum was encountered in approximately sixty-six (66) borings. Recovered samples of Triassic residuum
were laboratory or visually -manually classified as clayey sand (SC), silty sand (SM), silt (ML), lean clay (CL), elastic silt
(MH), or plastic clay (CH). Relative moisture contents of samples recovered indicates dry to moist conditions.
➢ Residuum formed from the in -place weathering of diabase was identified in approximately twenty-two (22) borings.
Recovered samples of diabase residuum were laboratory or visually -manually classified as silty sand (SM), lean clay
(CL), elastic silt (MH), or plastic clay (CH). Relative moisture contents of samples recovered indicates dry to saturated
conditions.
➢ Residuum formed from the weathering of metavolcanic soils was inferred in nine (9) borings performed previously by
others. Recovered samples of metavolcanic residuum were laboratory or visually -manually classified as silty sand (SM),
silt (ML.), lean clay (CL), elastic silt (MH), or plastic clay (CH). Relative moisture contents of samples recovered
indicates dry to wet conditions.
Partially Weathered Rock (PWR) is a very hard geomaterial with properties intermediate of soil and rock and defined as a
geomaterial that yields 6 inches of penetration or less after 50 blows by a split -spoon sampler when subjected to Standard
Penetration Testing. PWR was encountered in sixty-seven (67) borings at depths ranging from approximately 1.5 to 34.5 feet
below the current ground surface corresponding to approximate elevations from 319.4 feet to 397.6 feet. Samples of recovered
PWR recovered by Falcon consisted of sandstone, siltstone, mudstone, and diabase. PWR reported as by others is not clearly
defined however depths and blow counts reported on the boring logs appear to be consistent with the definition present
herein.
Rock is identified as a geomaterial that yields auger refusal or refusal of the split -spoon sampler (1 inch of penetration or less
in 50 blows) subjected to Standard Penetration Testing. For clarity, Crystalline Rock is igneous or metamorphic bedrock which
includes diabase and some of the metavolcanic rock at this Site and Non -Crystalline Rock is non -coastal plain sedimentary
rock, which can include some non -metamorphosed and volcanic rocks, but includes sandstone, siltstone, and mudstone at this
Site. The all -encompassing term "rock" will be used henceforth to describe crystalline rock, non -crystalline rock, and
unsampled auger refusal material. Rock was identified in thirty-eight (38) borings at depths varying from approximately 3.0 to
38.5 feet below the current ground surface corresponding to approximate elevations from 334.2 feet to 393.8 feet.
5.2 GROUNDWATER MEASUREMENTS
After each boring was drilled, open boreholes were inspected for the presence of groundwater. Groundwater was observed in
two (2) boreholes immediately following drilling. All boreholes were left open for at least 24 hours to obtain static
groundwater readings and final borehole cave-in measurements. Boreholes left open during precipitation events were left open
for another 24 hours to stabilize prior to taking measurements. Static groundwater was observed in twenty-three (23)
boreholes at depths varying from approximately 2.4 to 13.3 feet below the current ground surface corresponding to
approximate elevations from 324.1 feet to 354.1 feet. Borehole cave-in depths are shown on the individual Test Boring Logs.
Following final measurements, all borings were backfilled with soil cuttings to approximately the same elevation as the
surrounding area.
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5.3 VISUALIZATION OF SUBSURFACE DATA
The Legend to Soil and Rock Classification and Symbols can be used as a reference for symbols, common definitions, or other
terminology used in textual/graphical representation of subsurface data.
An Overall Boring Location Plan was created by overlaying as -drilled boring locations onto geo-referenced aerial imagery and
two enlarged Boring Locations Plans were created by overlaying as -drilled boring locations onto the CAD drawing provided to
us and approximately matching existing site features.
Subsurface conditions at each boring were compiled on to individual Test Boring Logs. After all boring logs were finalized,
several Subsurface Profiles were computer generated with respect to the terrain model to aid in visualizing surface and
subsurface conditions as they relate to proposed development planning.
A table summarizing the surface and subsurface materials encountered (topsoil, alluvium, residuum, groundwater, etc.) was
created to present subsurface data in a tabular format.
These documents can be found in Appendix B of this report.
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SECTION 6: GEOTECHNICAL CONSIDERATIONS FOR DEVELOPMENT
Geotechnically speaking, the site is viable for the planned development, and suitable foundation bearing soils are present at
relatively shallow depths across the site at many of locations investigated. Falcon has not encountered geotechnical issues
which we believe would make development of the site prohibitively expensive or difficult as compared with our experience on
other similar nearby sites and considering the size of the development. However, a variety of geotechnically-related site issues
are discussed in the sections that follow, as summarized below.
➢ Moisture sensitive soils are present throughout the Site. These soils are sensitive to surface water damage.
Earthwork and grading operations performed during the wet winter months (generally November to March) or during
periods of inclement weather will be difficult and time consuming.
➢ Difficult excavation in the form of boulders, rock ledges, and rock masses will be encountered in some areas of the
Site.
➢ Topsoil was tested for organic content in several locations throughout the Site. Based on the test results, excess
topsoil can likely be blended with onsite soils to reduce the export of topsoil if the need arises.
➢ Groundwater will likely be present in excavations through and uphill of diabase dikes. Near -surface soils will likely
perch, or trap, infiltrating stormwater. Perched or trapped groundwater may be encountered in some deep excavations
but is typically finite in volume and can usually be controlled during construction with temporary sumps and
submersible pumps.
➢ Unstable soils are likely present on -site in low-lying areas. We anticipate shallow to moderately deep wet/saturated
soils that will likely be soft/unstable. Future investigation should be performed at proposed stream crossings for
culverts or structures to determine the depth of unstable soil.
➢ Old structures exist onsite and remnants of demolished structures likely exist onsite as well. The foundations and/or
utilities of demolished structures may still be present beneath the ground surface. Remnants of these structures should
be removed if located beneath planned structures. They can remain in place beneath paved areas provided at least 3
feet of separation is maintained between them and new pavement subgrades.
➢ Plastic/Elastic (CH/MH) soils are present on this Site. There is a fairly high concentration of them and some have
exceptionally high plasticity. These soils can be used in deep fill areas or blended with lower plasticity soils and used
within pond embankments.
➢ Existing soils onsite encountered during will likely be suitable for use as structural fill/backfill provided they are low
plasticity, free of debris, broken up into particle sizes not exceeding 3 inches in the longest dimension, and placed at
suitable moisture contents. However, these soils should not be considered for use as backfill behind Mechanically
Stabilized Earth/Segmental Retaining Walls.
6.1 SITE PREPARATION CONSIDERATIONS
Stripping and grubbing should be performed at the outset of construction in all planned building and pavement areas. Where
present at boring locations, topsoil thickness typically measured 2 to 8 inches. Existing topsoil should be stockpiled for use in
landscape areas or to restore topsoil following construction. Alternatively, topsoil can be completely removed and disposed
off -site. Topsoil/rootmat around any natural drainage features will likely be thicker than encountered elsewhere on site.
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In heavily wooded areas of the Site and around any natural drainage features, thicker topsoil/rootmat should be expected
especially beneath large vegetation. Removal of any trees should include the entire root ball, and the resulting depression
should then be backfilled with approved fill materials. Larger diameter trees will require more materials to fill the void left
from removal.
Debris and waste associated with demolition of past structures and their foundations should be disposed off -site if present
beneath proposed structures. Beneath proposed pavements, past foundations can remain provided there is at least 3 feet of
separation between them and new pavement subgrades. Waste should be disposed in accordance with applicable local, state,
and federal regulations.
After demolition and/or stripping, the onsite soils will be exposed to weather events. Extended periods of rain or intrusion of
runoff may damage otherwise suitable site subgrades necessitating repair or remediation. Excessive degradation of fill soils can
be mitigated by compacting near -surface lifts at, or wet of, optimum moisture and achieving at least 98 percent compaction.
Earthmoving operations performed during wet, winter months (November to March) will be difficult and time consuming (i.e.
expensive). Traditional drying operations will be minimally effective during this time. Stockpiled soils should be protected
from rain events by covering in plastic sheeting or tarps.
6.2 GRADING CONSIDERATIONS
Following site preparation, any cleared site subgrades designated to receive fill should be proofrolled using a fully -loaded
tandem -axle dump truck in the presence of Falcon's Geotechnical Engineer or representative thereof. Any unstable areas or
highly plastic soils should be evaluated to determine the extent of repair. Repair will typically consist of undercutting the
unstable materials and either recompacting the materials or replacing with suitable compacted materials depending on the
context of the area and proposed construction.
Where present on Site, soft/loose cultivated soils will likely become unstable beneath construction traffic especially after
periods of inclement weather. Much of this material should be suitable for reuse as borrow provided the fill selection
requirements described herein are adhered to. At subgrade elevations, and in fill areas, these soils may require remediation to
stabilize them for pavements, structures, or new fill placement. Remediation will likely include shallow undercut, and
replacement and compaction in suitable lifts.
Some of the onsite soils were tested or observed to exhibit highly plastic/elastic (CH, MH) characteristics and three of the
tested samples of plastic material had liquid limits exceeding 80 and four of the tested samples had plasticity indices exceeding
40. These soils should be considered exceptionally plastic/elastic soils. These samples originated from borings drilled outside
of the building pad but they may still impact subgrades for pavements and athletic fields. To minimize the potential risk
associated with these soils, grades in these areas should be filled or cut several feet. If cut, these soils should not be used as
structural fill within 24 inches of proposed structures, pavement subgrades, or utilities due to their shrink/swell potential and
generally poor subgrade characteristics. These soils may be wasted in non-structural areas of the site, blended with low -
plasticity borrow, used as pond embankment cut-off and core material, or used in deep fill areas (6 feet or greater).
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Wet/unstable soils likely exist in low-lying areas and/or near natural drainage features. In addition to providing poor support
for construction equipment and fill placement activities, some of these soils may be unsuitable for use as borrow or for
supporting new fills/structures/pavements due to their organic content. Depending on final site layout and grades, some of
this material may need to be removed from beneath proposed structures and pavements. The amount of unsuitable soils
present will be difficult to quantify unless additional investigation is performed in these areas. More closely delineating the
depth and extent of alluvial deposits and adjusting site layout to avoid those areas would be recommended to avoid costly
earthmoving and foundation considerations. Beneath paved areas, this material should not be left in -place unless at least 6 feet
of vertical separation is afforded by proposed grades, and at least 3 feet of material beneath the roadway can be placed within
+2 percent of optimum moisture and compacted to at least 95 percent of the maximum dry unit weight as determined by
ASTM D698. The use of select granular soils and/or geotextiles in an initial "bridge lift" may facilitate this compaction in
areas with limited vertical separation.
6.3 EXCAVATION CONSIDERATIONS
PWR and rock was encountered throughout the site. Normal sized earth moving equipment such as rubber -tire backhoe and
small to medium sized, track -mounted hydraulic excavators should be suitable to excavate most subsurface materials above the
PWR and rock layers. A late -model, track -mounted hydraulic excavator, such as a CAT 330 or similar, equipped with rock
teeth may be needed to remove PWR and some rock encountered in excavations. In large cut areas, mass PWR and some rock
can be ripped by large bulldozers equipped with ripping teeth. Boulders or thin lenses of hard material may be loosened and
removed by digging around or beneath.
Experience indicates that PWR with SPT N-values of 50/0.3 to 50/0.0 blows per foot cannot be easily removed and usually
requires the use of larger machines such as CAT D8 bulldozers equipped with a single tooth ripper or a CAT 345 excavator
with a narrow bucket and rock teeth. Alternatively, the use of specialized equipment such as hoe rams or explosives may be
required to remove or may at least facilitate more efficient removal of harder PWR and rock.
On the western third of the site, a ridge of rock extending near the ground surface runs in a north east trajectory as depicted
on the Enlarged Boring Location Plan (west) in Appendix B of this report. Within the footprint of the proposed high school,
PWR and rock was encountered within several feet of the ground surface in some borings and MASW testing indicated similar
conditions throughout the areas imaged.
6.4 BUILDING PAD CONSIDERATIONS
Given the shallow nature of PWR and rock within the footprint of the proposed school, it may be prudent to prep the
building pad during an early site package. Depending on Finish Floor Elevation, the early site package would consist of a
sitework contractor cutting the building pad to a typical depth of 3 feet below FFE and deeper in isolated areas for plumbing
lines. After reaching the specified depth, the excavation would be backfilled with suitable soils excavated from the pad in
compacted lifts. Typically, this type of earthwork would be bid unclassified such that no additional measurement or payment is
made for rock or unsuitable materials encountered. Also, a sitework contractor would have unimpeded access to larger
machines for removing harder materials than a typical plumbing or electrical contractor at lower rates.
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Moreover, there is currently one existing stream crossing and the proposed development includes a second. Executing an early
site package limited to the building area using the existing stream crossing may be feasible without having to await completion
of permitting for the second crossing before starting construction.
6.5 FILL SELECTION, PLACEMENT, AND COMPACTION
Most of the residual soils, PWR, and rock should be suitable for use as structural fill provided they are not highly plastic and
are broken up into particles less than 3 inches in any dimension. Existing near -surface soils may vary from dry to saturated
depending on recent precipitation and seasonal variation and whether they fall within the extent of prior cultivated areas. The
existing on site soils will not be suitable for use behind Mechanically Stabilized Earth (MSE) retaining walls. The project team
should include import of select granular material for use in the reinforced zone of MSE walls.
Plastic/elastic soils have limited availability for use onsite. Specifically, these soils may be used to fill embankment greater than
6 feet in depth provided they are not used within 24 inches of subgrade. Also, these soils can be used as cutoff material or dam
core material in pond embankments.
If unstable soils in low-lying areas are to be left in -place, they will require stabilization prior to fill placement. Stabilization
using select granular fill materials and geotextiles will likely be the most cost-effective way of creating a stable working
platform. The actual mitigation approach and extent will depend on vertical separation from foundations, slabs, or site
pavements and actual behavior of the offending soils at the time of construction. Soils excavated from these areas will require
drying prior to being used as fill.
Select granular fill such as quarry screenings (washed or unwashed), concrete sand, engineered fill, or ABC stone may be
required as described in Section 6.7 and free draining material such as concrete sand or washed quarry screenings may be
required for specific uses as described in Section 6.6. Recycled crushed concrete may be usable for some of these purposes as
well if the Project Team elects to use this material on site.
6.6 GROUNDWATER, DEWATERING, DRAINAGE, AND SEASONAL HIGH WATER TABLE
The groundwater aquifer was likely not encountered in the borings; however, trapped or perched groundwater was
encountered within several feet of the ground surface in several borings across the site given the rain event prior to taking final
groundwater readings. Perched water is typically finite in volume and may slowly percolate into open excavations for several
hours or days. Moreover, trapped water will cause instability during site clearing and stripping operations and may artificially
increase the amount of site strippings or undercut of loose, near -surface or cultivated soils. Consideration should be given to
performing these operations during a relatively dry period and care should be taken to separate these soils from actual
topsoil/rootmat for re -use as fill or backfill after they have been moisture conditioned (i.e. dried). Even though final grades are
not established, we anticipate they will be prepared with the goal of creating a balanced site (e.g. no net import/export) and
relatively flat grades.
Groundwater typically flows in the direction of surface water and should be expected in excavations along any existing site
drainage features and in other low-lying areas. Groundwater levels will vary with environmental variations and seasonal
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conditions, such as the frequency and magnitude of rainfall. Consequently, excavations performed during the drier months of
the year may yield more favorable groundwater conditions. The onsite soils are generally poorly -drained and perched water
may become an issue during construction if grading operations are not staged adequately. Surface water can generally be
controlled or mitigated by constructing drainage ditches, French drains, and/or by grading the site to sheet flow toward
natural or constructed drainage features. Trench work should generally progress from low to high elevations to facilitate the
maintenance of perched groundwater.
Placing fills in low-lying areas could result in locally raising the groundwater table elevation. Installing French drains along
natural drainage features prior to placing fill will prevent raising the water table. Alternatively, if select granular materials are
being used to bridge low-lying areas, providing outfall downstream via perforated drain pipes may prevent a local rise in the
groundwater table.
Sometimes diabase dikes become conduits for groundwater flow due to their relatively high permeability compared to the
surrounding Triassic soils/PWR/rock. Wells in this area of Durham, including the wells on Site, are usually installed in diabase
dikes to serve as a water source. Excavations extending through diabase dikes will likely encounter wet/saturated soils and
trapped groundwater.
The Seasonal High Water Table is not the actual groundwater aquifer in this geologic region. Triassic soils in the Durham area
have poor drainage characteristics and trapped surface water will create indicators similar to those created by an actual SHWT.
The SHWT findings are consistent with our experience on similar sites in the Durham area and additional evaluations within
proximity of the ones performed will not likely result in significant variations to the results reported. If specific stormwater
control measures are desirable, such as bio retention cells, consideration should be given to providing the required amount of
separation from the SHWT by either filling with free draining material to prevent doming or by undercutting the pond area
and backfilling with free draining material to serve as a sub drain. Outfall would need to be provided connected to the free
draining material down gradient.
6.7 FOUNDATION CONSIDERATIONS
Due to the early stages of design, little structural loading information is available to us. We assume the proposed high school
will likely consist of a combination of structural concrete, masonry, and/or steel with relatively narrow a column/wall spacing
for classrooms, hallways, offices, etc. and wider spacing for gymnasiums, auditoriums, cafeterias, etc. Settlement will likely
control foundation design over the bearing capacity of soils. The allowable bearing capacity and Seismic Site Classification will
depend heavily on the selected Finish Floor Elevation (FFE) and foundation bearing elevation:
➢ Lowering the planned FFE beneath existing grade will increase the allowable bearing capacity and improve the
Seismic Site Classification. The drawback of lowering the FFE is increasing the likelihood of encountering PWR and
rock excavation and possibly generating soils which with limited availability for onsite use (i.e. unsuitable). We
anticipate spread and strip footings bearing on very stiff (N > 15) residual soils, PWR, and/or rock may be designed
for preliminary net allowable bearing capacity of 6,000 and a preliminary Seismic Site Classification of B can be used
for design per the North Carolina Building Code 2012 based on the subsurface data obtained.
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➢ Maintaining the planned FFE near existing grade will increase the allowable bearing capacity and improve the
Seismic Site Classification. Drawbacks of maintaining the FFE is that select granular fill will be required in areas
requiring fill beneath foundations and significant undercut of highly plastic foundation subgrades should be
anticipated. We anticipate spread and strip footings bearing on select granular fill, stiff (N > 9) residual soils and/or
PWR may be designed for preliminary net allowable bearing stress on the order of 4,000 psf and a preliminary Seismic
Site Classification of B can be used for design per the North Carolina Building Code 2012 based on the subsurface
data obtained.
➢ Raising the building FFE above existing grade such that the building is supported on several feet of structural fill will
decrease the allowable bearing capacity and Seismic Site Classification. The benefit of raising the FFE is decreasing
the likelihood of encountering PWR and rock excavation. We anticipate spread and strip footings bearing on new,
controlled structural fill or residual soils may be designed for preliminary net allowable bearing stress of 3,000 psf and
a preliminary Seismic Site Classification of C can be used for design per the North Carolina Building Code 2012 based
on the subsurface data obtained.
For preliminary planning purposes, we recommend shallow foundations for lightly -loaded ancillary structures and landscape
walls be designed for a net allowable bearing pressure of 2,000 psf to 3,000 psf and a preliminary Seismic Site Classification of
C. The majority of site soils should provide this bearing capacity with limited improvement.
The availability of the allowable bearing pressure is predicated upon Falcon's ability to review grading and foundation plans
and actual structural loads, to inspect site subgrades prior to new fill placement, to inspect and test fill compaction during
foundation and building pad construction, and to inspect and/or test all foundation subgrades to verify subsurface conditions
prior placement of stone, reinforcements, and concrete. Offending soils encountered at and below footing subgrades will
require repair under the direction of Falcon's Geotechnical Engineer.
A coefficient of sliding friction of 0.35 may be used in design for calculating sliding resistance for concrete footings cast
against properly prepared foundation subgrades.
Foundation subgrades consisting of high plasticity (CH/MH) soils must be undercut at least 24 inches and backfilled with low
plasticity borrow from onsite, select granular fill, or lean concrete (2,000 psi) depending on the bearing capacity. Washed stone
of any gradation (#78M, #67, or #57) shall not be used as foundation undercut backfill.
Exterior foundations and foundations in unheated areas should be designed to bear at least 18 inches below finished grades
for frost protection. Footings should be designed such that no utility lines, utility line excavation, or any other footings are
located within a 1:1 zone of influence of the subject footing edge.
Footing concrete should be placed immediately after the excavation is approved by the Geotechnical Engineer. Foundation
subgrade soils are sensitive to moisture and should be protected from surface water flows and infiltration. Positive drainage
should be provided to direct surface water flows away from the building areas. Foundation excavations should be covered or
otherwise protected during rainfall events. If construction occurs during inclement weather and concreting of the foundation
is not possible at the time it is excavated, the foundations should be slightly over -excavated and an approximately 2-inch-thick
layer of lean concrete also known as a "mud mat" should be placed on the bearing surface for protection from water intrusion.
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Previously approved foundation excavations that are subsequently exposed to excess moisture shall be re -observed and
repaired as determined by Falcon's Geotechnical Engineer, prior to foundation concrete placement.
6.8 SLAB AND PAVEMENT SUBGRADE CONSIDERATIONS
Slab -on -grade floor systems can be supported on approved in -place residual soils or new, controlled structural fill, provided
adequate site preparation and fill selection/placement recommendations are adhered to. Design of the floor slab may be based
on a modulus of subgrade reaction of 100 pci as related to a standard 12-inch diameter plate load test for site soils. Higher
values may be considered if slab subgrades are chemically treated or constructed of thickened layer(s) of select granular soils.
In addition, if the building pad consists of select aggregate materials, it will more adequately support construction traffic during
the wet, winter months.
Rigid (concrete) pavements should be used in areas subjected to heavy static loads such as bus parking areas, bus
loading/unloading areas, truck loading docks, dumpster pads, etc. Flexible (asphalt) pavements should be used for site
entrances and drives and car parking. Pavement sections recommended for design are ultimately a function of site
programming and anticipated traffic loads (types and frequencies). The following pavement sections are included for
preliminary pricing only and are not based on soil or traffic data. Site specific pavement programming, traffic axle load data,
traffic counts, and proposed subgrades grades and corresponding soil conditions should be considered in the final pavement
designs.
TABLE 6.1: PRELIMINARY PAVEMENT SECTIONS FOR BUDGET PURPOSES
COMPONENT THICKNESS (IN)
SECTION DESCRIPTION
! SURFACE INTERMEDIATE 4,000 PSI AGGREGATE
COURSE COURSE CONCRETE BASE COURSE
(S9.5B) (119.013) PAVEMENT
Light -Duty Asphalt
2.0 --- 6.0
Heavy -Duty Asphalt
2.0 4.0 --- 10.0
Heavy -Duty Concrete (Rigid)
--- 6.0 6.0
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7.1 ADDITIONAL SERVICES
This Geotechnical Due Diligence Subsurface Investigation report is intended to be a preliminary level report intended for site
selection, budgeting, and negotiation purposes. It is written under the assumption that, in the future, an additional
investigation will be performed, and a design -level report will be published based on detailed site plans. Therefore, as the
project progresses through the design phase, we would be pleased to provide a cost proposal to you to perform any or all the
following additional tasks:
➢ Attend design -team meetings to discuss geotechnical impacts of various site programming options.
➢ Provide additional geotechnical investigation present along with all previously obtained data in a final, comprehensive
geotechnical report.
➢ Provide geotechnical consulting services during the remaining design phase and during bidding.
➢ Review relevant portions of the plans and specifications for compliance with this report.
➢ Provide Special Inspections (SI) and/or Construction Materials Testing (CMT) services during the construction phase
of the project.
7.2 FUTURE INVESTIGATION CONSIDERATIONS
This preliminary investigation included several days of site clearing to afford drilling crews access to select areas of the site.
Future investigations will likely require some amount of site clearing depending on proposed site layout and exploration needs
in specific areas. In general, additional borings should be performed at the final location of the proposed school, stream
crossings, paved areas, retaining walls, ancillary structures, and athletic fields.
After final grades are established, bulk soil samples should be obtained from proposed cut areas for laboratory compaction
testing. The test results can be used to determine the extent of moisture conditioning (i.e. drying or wetting) required for
borrow soils. In addition, some bulk soil samples should be tested for California Bearing Ratio to aid in pavement design.
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 24

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
SECTION 8: CLOSURE
Preliminary recommendations and evaluations provided by Falcon are based on the project description as outlined herein.
Modifications of our recommendations and evaluations will be required as design progresses. Preliminary recommendations in
this report are based on data obtained from our subsurface field exploration, laboratory testing programs, and review of
documents prepared by others. The nature and extent of variations between borings may not become evident until
construction, although more insight may be provided by additional field testing data.
Our professional services for this project have been performed in accordance with generally accepted geotechnical engineering
practices. No other warranty, expressed or implied, is made. Falcon appreciates this opportunity to have provided you with
geotechnical engineering services for this project. If you have any questions regarding this report, please contact our office at
919.871.0800.
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 25

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
APPENDIX A
SITE VICINITY MAP.................................................................................................................... A-1
SITE PHOTOGRAPHS................................................................................................................ A-2
HISTORIC AERIAL PHOTOGRAPH........................................................................................... A-3
USDA SOIL SURVEY DATA....................................................................................................... A-4
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 APPENDIX

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SHEET: SITE VICINITY MAP
INVESTIGATED BY: ASP
NOTES:
FALCON ENGINEERING.INC .
ON 1210TRINI VROAD,SUITE110
1 CARY, NC 27513
NGNEERING PHONE:[phone]
1. Imagery obtained from the Durham County GIS website:
http://maps2.roktech.net/durhamnc-gomaps4/#
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
DRAWN BY: ASP
PROJECT NO.: G19032.00
HORIZONTALSCALE NTS
CHECKED BY: JRH
—falmn-gin--m
PROJECT LOCATION: DURHAM, NORTH CAROLINA
VERTICAL SCALE
DATE: 2019-06-28

CONDITION OF EXISTING DRIVEWAY NEAR BORING B-31.
_ �•
44
. `.6 :• A:.•::_ tea_
': 6.ti,�;:1,
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1 +��'
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,
OPEN WELL NEAR BORING B-12.
WARNING
INJECTION
VI'a LL
SOvACCO
w
9099 NORTH FIELD DRIVE
FORT MILL, SC 29707
[phone]
REGISTRATION NO.
-
CATE: _20 OEPTH FT.
CASING DEPTH: 01A. IN.
SCREEN: TO
'1
SAND: TO
BENT ONITE: TO
4ROUT: TO — ---
CAUTION e .
NOT
POTABLE
WATER
�!
CONDITION OF SEWER EASEMENT AND STREAM. INJECTION WELL NEAR BORING B-08.
SHEET: SITE PHOTOGRAPHS INVESTIGATED BY: ASP
FALCON ENGINEERING, INC.
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE DRAWN BY: ASP LCON 1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
PROJECT No.: G19032.00 CHECKED BY: JRH NGNEERING PHONE:[phone]
—falmn-gins -m
PROJECT LOCATION: DURHAM, NORTH CAROLINA DATE: 2019-07-09

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
APPENDIX B
LEGEND TO SOIL AND ROCK CLASSIFICATIONS AND SYMBOLS ....................................... B-1
BORING LOCATION PLANS...................................................................................................... B-2
SUBSURFACE PROFILES......................................................................................................... B-3
TESTBORING LOGS................................................................................................................. B-4
SUMMARY OF SUBSURFACE MATERIALS.............................................................................. B-5
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 APPENDIX

LEGEND TO SOIL AND ROCK CLASSIFICATION AND SYMBOLS
UNIFIED SOIL CLASSIFICATION SYSTEM
USCS
SYMBOLS
BITUMINOUS CONCRETE (ASPHALT)
CONCRETE
AGGREGATE BASE COURSE
TOPSOIL
LOW -PLASTICITY ORGANIC SILT/CLAY (OL)
HIGH -PLASTICITY ORGANIC SILT/CLAY (OH)
PEAT (PT)
WELL -GRADED GRAVEL (GW)
POORLY -GRADED GRAVEL (GP)
SILTY GRAVEL (GM)
CLAYEY GRAVEL (GC)
WELL -GRADED SAND (SW)
POORLY -GRADED SAND (SP)
SILTY SAND ISM)
CLAYEY SAND (SC)
SILT (ML)
ELASTIC SILT (MH)
LEAN CLAY (CL)
PLASTIC CLAY (CH)
PARTIALLY WEATHERED ROCK
NON -CRYSTALLINE ROCK
CRYSTALLINE ROCK
COASTAL PAIN SEDIMENTARY ROCK
MAN PLACED FILL OR BACKFILL
ALLUVIAL SOILS
SZ
IMMEDIATE WATER LEVEL
1
STATIC WATER LEVEL
PIPE INVERT ELEVATION
®
AUGER PROBING
4P
SPT BORING
SPT BORING WITH ROCK CORE
CONE PENETRATION TEST SOUNDING
O•
HAND AUGER +TEST
•
ROD SOUNDING
TEST PIT
SPT N-VALUE
SS
SPLIT SPOON SAMPLE
BS
BULK SAMPLE
ST
SHELBY TUBE SAMPLE
IRS
ROCKSAMPLE
FRACTURE SPACING
TERM
TERM
VERY WIDE
MORE THAN 10 FEET
WIDE
3TO 10 FEET
MODERATELY CLOSE
1 TO 3 FEET
CLOSE
0.16TO 1 FEET
VERY CLOSE
LESS THAN 0.16 FEET
CONSISTENCY OF COHESIVE SOILS
STANDARD PENETRATION
CONSISTENCY
BLOWS PER FOOT
VERY SOFT
0TO2
SOFT
3TO4
FIRM
5TO8
STIFF
9TO 15
VERY STIFF
16 TO 30
HARD
31 TO 50
VERY HARD
OVER 50
RELATIVE DENSITY OF COHESIONLESS SOILS
STANDARD PENETRATION
RELATIVE DENSITY
BLOWS PER FOOT
VERY LOOSE
0 TO 4
LOOSE
5TO 10
MEDIUM DENSE
11 TO 30
DENSE
30 TO 50
VERY DENSE
OVER 51
WEATHERING
FRESH
Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
VERY SLIGHT (V. SLI.)
Rock generally fresh, joints stained, some joints may show thin clay coatings if open, crystals on a broken specimens face shine
brightly. Rock rings under hammer blows if of a crystalline nature.
SLIGHT (SILL)
Rock generally fresh, joints stained and discoloration extends into rock up to 1 inch. Open joints may contain may contain clay.
In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rock rings under hammer blows.
MODERATE (MOD.)
Significant portions of rock shows discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored,
some show clay. Rock has dull sound under hammer blows and show significant loss of strength as compared with fresh rock.
MODERATE SEVERE
All rocks except quartz discolored or stained. In granitoid rocks, all feldspars and discolored and a majority show koolinization.
(MOD. SEV.)
Rocks shows severe loss of strength and can be excavated with a geologist's pick. Rock gives "clunk" sonud when struck. If tested
would yield spt refusal.
SEVERE (SEV.)
All rocks except quartz discolored or stained. Rock fabric clear and evident but reduced in strength to strong soil. In granitoid rocks
all feldspars are kaolinized to some extent. Some fragments of strong rock usually remain. If tested, yields spt n-values > 100 bpf.
VERY SEVERE (V. SEV.)
All rocks except quartz discolored or stained. Rock fabric elements are discernible but the mass is effectively reduced to soil
status, with only fragments of strong rock remaining. Saprolite is an example of rock weathered to a degree such that only minor
vestiges of the original rock fabric remain. If tested, yields spt n-values < 100 bpf.
COMPLETE
Rock reduced to soil. Rock fabric not discernible or discernible only in small and scattered concentrations. Quartz may be
present as dikes or stringers. Saprolite is also an example.
ROCK HARDNESS
VERY HARD Cannot be scratched by knife or sharp pick. Breaking of hand specimens requires several hard blows of the geologist's pick.
HARD Can be scratched by knife or pick only with difficulty. Hard hammer blows required to detach hand specimens.
MODERATELY HARD Can be scratched by knife or pick. Gouges or grooves to 0.25 inches deep can be excavated by hard blow of a geologist's pick.
Hand specimens can be detached with moderate blows.
MEDIUM HARD Can be grooved or gouged 0.5 inches deep by firm pressure of knife or pick point. Can be excavated in small chips to pieces
1 inch maximum size by hard blows of the point of a geologist's pick.
SOFT Can be grooved or gouged readily by knife or pick. Can be excavated in fragments from chips to several inches in size by
moderate blows of a pick point. Small, then pieces can be broken by finger pressure.
VERY SOFT Can be carved with knife. Can be excavated readily with point of pick. Pieces 1 inch or more in thickness can be broken by
finger pressure. Can be scratched readily by fingernail.
ROCK DEFINITION
Hard rock is non -coastal plain material that when tested, would yield spt refusal. An inferred rock line indicates the level at which non -coastal plain
material would yield SPT refusal. SPTrefusal is penetration by a split -spoon sampler equal to or less than 0.1 foot per 50 blows. In non -coastal plain
material, the transistion between soil and rock materials are typically divided as follows:
PARTIALLY WEATHERED
Non -coastal plain material that yields SPT N-values > 100 blows per
ROCK (PWR)
foot.
CRYSTALLINE ROCK
j
Fine to coarse grained, igneous and metaphorphic rock that
(CR)
,�� J ,�
would yield SPT refusal if tested. Rock type includes granite, gniess,
ij `
gobbro, schist, etc.
NON -CRYSTALLINE
---
Fine to coarse grained, metamorphic and non -coastal plain
ROCK (NCR)
---
sedimentary rock that would yield SPT refusal if tested. Rock type
—_—_—_
includes phyllite, slate, sandstone, etc.
COASTAL PLAIN
Coastal plain sediments cemented tinto rock but may not yield SPT
SEDIMENTARY ROCK
refusal. Rocky type includes limestone, sandstone, cemeneted
(CP)
shell beds, etc.
ABBREVIATIONS
ABC
Aggregate base course
HAD
Filled immediately after drilling
RES
Residuum
ALLUV
Allvuium
FOSS
Fossiliferous
SAP
Saprolitic
AR
Auger refusal
FRAC
Fractured
S
Soft
BC
Bituminous concrete (asphalt)
FRAGS
Fragments
SAT
Saturated
BLDR
Boulder
GR
Gravel
SD
Sand
BPF
Blows per foot
GS
Specific gravity
SDY
Sandy
BT
Boring terminated
GW
Groundwater
SED
Sediments
CALC
Calcareous
HR
Hard rock
SL
Silt, silty
Cl
Caved -in
MED
Medium
SLI
Slightly
CL
Clay
MIC
Micaceous
SPT
Standard penetration test
CLY
Clayey
MOT
Mottled
SWR
Soft weathered rock
COB
Cobble
NS
No sample taken
TCR
Tricone refusal
CSE
Coarse
ORG
Organic
TS
Topsoil
DPT
Dynamic penetration test
PP
Pocket penetrometer
VST
Vane shear test
EST
Estimated
PWR
Partially weathered rock
V
Very
F
Fine
REF
Refusal
W/
With
TERMS AND DEFINITIONS
• ALLUVIUM: soils which have been transported and deposited by water.
MOTTLED: irregularly marked with spots of different colors. Mottling in soils usually indicates poor
• AQUIFER: a water bearing formation or strata.
aeration and lack of good drainage.
• ARENACEOUS: applied to rocks that have been derived from sand or that contain sand. Argillaceous:
PERCHED WATER: water maintained above the normal groundwater level by the presence of an
applied to all rocks or substances composed of clay minerals, or having a notable proportion of clay in
intervening impervious stratum.
their composition, as shale/slate/etc.
RESIDUUM: soil formed in place by weathering of the parent rock.
• ARTESIAN: groundwater that is under sufficient pressure to rise above the level at which it is encountered,
ROCK QUALITY DESIGNATION (RQD): a measure of rock quality described by: total length of rock
but which does not necessarily rise to or above the ground surface
segments equal to or greater than 4 inches divided by the total length of core run and expressed
• CALCAREOUS: soils which contain appreciable amounts of calcium carbonate.
as a percentage.
• COLLUVIUM: rock fragments mixed with soil deposited by gravity on a slope or bottom of a slope.
SAPROUTE: residual soil which retains the relic structure or fabric of the parent rock.
• CORE RECOVERY: total length of all material recovered in the core barrel divided by total length of core
SILL: an intrusive body of igneous rock of approximately uniform thickness and relatively thin
run and expressed as a percentage.
compared with its lateral extend, which has been emplaced parallel to the bedding or schistosity
• DIKE: a tabular body of igneous rock that cuts across the structure of adjacent rocks or cuts massive rock.
of the intruded rocks.
• DIP: the angle at which a stratum or any planar feature is inclined from the horizontal.
SLICKENSIDE: polished and striated surface that results from friction along a fault or slip plane.
• DIP DIRECTION: the direction or bearing of the horizontal trace of the line of dip, measured clockwise from
STANDARD PENETRATION TEST (SPT): number of blows of a 140 pound hammer falling 30 inches
north.
required to produce a penetration of 1 foot (N-value or blows per foot) into soil with a 2 in outside
• FAULT: a fracture or fracture zone along which there has been displacement of the sides relative to one
diameter split spoon sampler. SPT refusal is less than 0.1 foot penetration with 50 blows.
another parallel to the fracture.
STRATA CORE RECOVERY: total length of strata material recovered divided by total length of
• FILL: man-made deposits of natural soils or rock products and waste materials.
stratum and expressed as a percentage.
• FISSLE: a property of splitting along closely spaced parallel planes.
STRATA ROCK QUALITY DESIGNATION: a measure of rock quality described by total length of rock
• FLOAT: rock fragments on surface near their original position and dislodged from parent material.
segments within a stratum equal to or greater than 4 inches divided by the total length of strata
• FLOOD PLAIN: land bordering a stream, built of sediments deposited by the stream.
and expressed as a percentage.
• FORMATION: a mappable geologic unit that can be recognized and traced in the field.
STRATUM: a section of a formation consisting of the same kind of material throughout.
• JOINT: fracture in rock along which no appreciable movement has occurred.
TOPSOIL: surface soils usually containing organic material.
• LEDGE: a shelf -like ridge or projection of rock whose thickness is small compared to its lateral extent
• LENS: a body of soil or rock that thins out in one or more directions.

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S-01
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& B-08
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P-19�
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(TYP)
B-28
�5-08
07
d
0
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M.
f B-31
PT BORING BY
FALCON (TYP)
B-29
sF`F
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�A
B 16
B-17
B-18
B-20
B 21 B-22
B-23
B-26
S
B-19�
B-02
B-01
B-03
B-05 S B-04 6-27
B-06
B-07
B-10
B-OS
B-09
B-11 B-12
INJECTION WELL
B-13 � B-30
B-14 15
OPEN WELL -
B-32
B-33
B-34
CLEARING PATH
(TYP)
B-24
SHEET: OVERALL BORING LOCATION PLAN
INVESTIGATED BY: ASP
NOTES:
DRAWN BY: ASP
CHECKED BY: JRH
FALCON ENGINEERING, INC.
CON 1210TRINITVROAD, SUITE III
CARY, INC 27513
NGINEERING PHONE:[phone]
1. Georeferenced imagery obtained from
www.nconemap.net.
2. S&ME Boring Coordinates are considered reliable.
3. Stream and Sewer locations should be considered o
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
PROJECT NO.: G19032.00
HORIZONTAL SCALE 1 "=300'
DATE: 2019-06-21
—falmnengi—M. m
approximate and not regulatory.
PROJECT LOCATION: DURHAM, NORTH CAROLINA
VERTICAL SCALE

�- MASW LINE 1 END
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SHEET: ENLARGED BORING LOCATION PLAN (EAST)
INVESTIGATED BY: ASP
NOTES:
FALCON ENGINEERING, INC.
1. Georeferenced imagery obtained from
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL
DUE DILIGENCE
DRAWN BY: ASP
LCON 1210TRINITY ROAD, SUITE 110
CARY, NC 27513
www.nconemap.net.
NciNeekiNc
2. Site Concept drawing provided by CLH
in June
PROJECT NO.: G19032.00
HORIZONTAL SCALE
1"=300'
CHECKED BY: JRH
PHONE:[phone]
2019.
—fal—englneero—
PROJECTLOCATION: DURHAM, NORTH CAROLINA
VERTICAL SCALE
DATE: 2019-07-09

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y I y 111 10+50
11 �,
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NOTES: �It FALCON (TYP) +
1. Georeferenced imagery obtained from www.nconemap.net. I l t f , �`
2. S&ME Boring Coordinates are considered reliable.
3. Site Concept drawing provided by CLH in June 2019I r y !
SHEET: ENLARGED BORING LOCATION PLAN (WEST) INVESTIGATED BY: ASP
FALCON ENGINEERING, INC.
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE DRAWN BY: ASP LCON 1210 TRINITY ROAD, SUITE 110
CARY, INC 27513
PROJECT NO.: G19032.00 HORIZONTALSCALE 1"=200' CHECKED BY: JRH 3NGNEERNG PHONE:[phone]
—fal—nglneere.com
PROJECT LOCATION: DURHAM, NORTH CAROLINA VERTICAL SCALE DATE: 2019-07-09

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PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
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PROJECT NO.: 9000
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i10
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us in May 2019 from Ci
PROJECT NAME: 4804 IN ROXBORO ST GEOTECHNICAL DUE DILIGENCE
DRAWN BY: ASP
PROJECT i 9000
HORIZONTAL SCALE 1 100'CHECKED
BY:
NORTHPROJECT LOCATION: DURHAM, ••2019-06-21

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380
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SHEET: SUBSURFACE PROFILE - NORTH DRIVE
INVESTIGATED BY: ASP
FALCON ENGINEERING, INC.
LCON 1210 TRINITY ROAD, SUITE 110
278 CAR,, NC 13
NGINEERING PHONE:[phone]
—falmn-gins -m
NOTES:
1. Ground surface line created from survey CAD file provided to
us in May 2019 from CLH.
2. Locations of site elements should be considered approximate.
3. Boring locations and subsurface data are considered reliable.
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
DRAWN BY: ASP
PROJECT NO.: G19032.00
HORIZONTAL SCALE 1 "=100'
CHECKED BY: JRH
PROJECT LOCATION: DURHAM, NORTH CAROLINA
VERTICAL SCALE 1"=10'
DATE: 2019-06-21

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SHEET: SUBSURFACE PROFILE - MASW LINE 1
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
PROJECT NO.: G19032.00 HORIZONTAL SCALE
PROJECT LOCATION: DURHAM, NORTH CAROLINA VERTICAL SCALE
380
370
360
350
340
330
320
4+00 4+50 5+00 5+50 6+00 6+50
STATION (ft)
INVESTIGATED BY: ASP NOTES:
FALCON ENGINEERING, INC. 1. Ground surface line created from Survey CAD file provided to
DRAWN BY: ASP ON 1210TRINITY ROAD,SUITE110 us in May 2019 from CLH.
CARY, NC 27513
NGINEERING
1"=50' CHECKED BY: JRH PHONE:[phone]
vrvrv�.falwnenglneere.com
1"=10' DATE: 2019-07-09

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SHEET: SUBSURFACE PROFILE - MASW LINE 2
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
PROJECT NO.: G19032.00 HORIZONTAL SCALE
PROJECT LOCATION: DURHAM, NORTH CAROLINA VERTICAL SCALE
380
WO
360
350
340
330
Q0
2+00 2+50 3+00 3+50 4+00 4+50
STATION (ft)
INVESTIGATED BY: ASP NOTES:
FALCON ENGINEERING, INC. 1. Ground surface line created from Survey CAD file provided to
DRAWN BY: ASP ON 1210TRINITY ROAD,SUITE110 us in May 2019 from CLH.
CARY, NC 27513
NGINEERING
1"=50' CHECKED BY: JRH PHONE:[phone]
vrvrv�.falwnenglneere.com
1"=10' DATE: 2019-07-09

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37C
36C
Z
35C
w
w
34C
33C
32C
EXISTING GRADE
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SHEET: SUBSURFACE PROFILE - MASW LINE 3
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
PROJECT NO.: G19032.00 HORIZONTAL SCALE
PROJECT LOCATION: DURHAM, NORTH CAROLINA VERTICAL SCALE
380
370
360
350
340
330
320
2+00 2+50 3+00 3+50 4+00 4+50
STATION (ft)
INVESTIGATED BY: ASP NOTES:
FALCON ENGINEERING, INC. 1. Ground surface line created from survey CAD file provided to
DRAWN BY: ASP ON 1210 TRINITY ROAD, SUITE 110 us in May 2019 from CLH.
CARY, NC 27513
1"=50' CHECKED BY: JRH NGINEERING PHONE:[phone]
—falmn-gins -m
1"=10' DATE: 2019-07-09

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-01
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 354.2
NORTHING (ft) 841644
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/20/2019
TOTAL DEPTH (ff) 9.0
EASTING (ff) 2029665
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED 6/13/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE ¢ o
O
354.2 0.0
>'
353.8 TOPSOIL 0.4
1.0
5 inches
3
5
7
15.6%
TRIASSIC RESIDUUM
♦
2
Tan and Gray, Sandy, LEAN CLAY (CL)
3.5
D
350_2____ ____4.0
20
50/0.3
5010,340
350
PARTIALLY WEATHERED ROCK
Light Brown and White, Triassic Sandstone
Cave-in
6.0
D
50/0.4
5010.440
8.5
D z
345.2 9.0
9.0
50 0.3
345
50/0.0
50/0.0
Auger Refusal at 9.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
340
335
330
325
320
315
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-02
BORING LOCATION See Boring Location Plan
DEPTH
8.6
ELEVATION (ff) 355.6
NORTHING (ft) 841671
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/20/2019
TOTAL DEPTH (ff) 20.5
EASTING (ff) 2029893
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED
6/13/2019 DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p .
MOISTURE g o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
355.6 0.0
0.5 ft
0.5 ft
0.5 ft
355
1.0
N
355.3 TOPSOIL 0.3
4 inches
4
5
5
19.5%
TRIASSIC RESIDUUM
1
Tan and Gray, Sandy, LEAN CLAY (CL)
352.E 3.0
3.5
Tan and Gray, Silty SAND (SM)
10
17
28
350
6.0
�45
M
14
17
26
I
M
43
347.E 8.0
8.5
D
BOULDER 1
Brown and Tan, Triassic Sandstone Hard
42
50/0.2
042
Drilling from 8 to 13 feet.
345
342.E 13.0
13.5
i
/
'• i..
TRIASSIC RESIDUUM
341_6 - - Tan and Gray, Silty SAND (SM) - - -14.0
9
8
26
Brown, SILT (ML)
340
3�=1-------------------15.5
PARTIALLY WEATHERED ROCK
Dark Purple, Triassic Siltstone Hard Drillingave-in
from 15.5 to 20.5 feet.
18.5
D
50/0.4
335
20.5
77
D
335.1 20.5
50/0.0
Auger Refusal at 20.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-03
BORING LOCATION See Boring Location Plan
DEPTH
10.3
ELEVATION (ff) 355.7
NORTHING (ft) 841633
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/20/2019
TOTAL DEPTH (ff) 16.5
EASTING (ff) 2030023
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED 6/13/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
d .
MOISTURE g o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
355.7 0.0
0.5 ft
0.5 ft
0.5 ft
355
1.0
17.77. ti
355.4 TOPSOIL 0.3
4 inches
2
3
4
SSIC RESIDUUM C)
N
:+.
Tan, (S
352.7 3.0
3.5
Tan and Brown, Silty SAND (SM)
4
5
17
22
D
350
6.0
14
21
27
D
4
347.7 8.0
8.5
Tan and Gray, Clayey SAND (SC)
5
8
11
W
i_
345
344.7 11.0
---------------------
PARTIALLY WEATHERED ROCK
Brown, Triassic Sandstone Hard Drilling from
11 to 16.5 feet.
13.5
Cave-in
D
50/0.4
340
16.5
339.2 16.5
50/0.0
Auger Refusal at 16.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-04
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 349.7
NORTHING (ft) 841602
DRILL MACHINE CME 550 ATV
DATE
6/12/2019
6/20/2019
TOTAL DEPTH (ff) 15.5
EASTING (ff) 2030210
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/12/2019
DATE COMPLETED 6/12/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
d .
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ffl
(ff) GROUNDWATER READINGSZE
349.7 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
349.4 TOPSOIL 0.3
4 inches
2
3
3
19.87.
TRIASSIC RESIDUUM
Tan Brown and Gray, Sandy, PLASTIC CLAY
3.5
I6
(CH)
3
4
7
345
1
M
6.0
344_2___ 5.5
Brown and Gray, Clayey SAND (SC)
9
14
23
D
7
— —
341.7 8.0
8.5
FOO 3
D
PARTIALLY WEATHERED ROCK
Tan and Brown, Triassic Sandstone Hard
50/0.3
340
Drilling from 8 to 15.5 feet.
Cave-in
13.5
20
50/0.3
D
0 0
3
335
15.5
334.2 15.5
50/0.0
Auger Refusal at 15.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
330
325
320
315
310
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-05
BORING LOCATION See Boring Location Plan
DEPTH
7.0
ELEVATION (ff) 356.3
NORTHING (ft) 841604
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/20/2019
TOTAL DEPTH (ff) 10.5
EASTING (ff) 2029808
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED 6/13/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE ¢ o
356.3 0.0
355.9 TOPSOIL 0.4
1.0
5 inches
355
3
4
6
16.77. o
TRIASSIC RESIDUUM
ID
Tan and Gray, Sandy, LEAN CLAY (CL)
353_3-------------------3.0
3.5
RESIDUUM
4
9
17
Orange and Brown, Sandy, LEAN CLAY (CL)
D
Diabase soil
6
6.0
350
15
50/0.3
p
349_8 _ _ _ _ _ 6.5
50/0
PARTIALLY WEATHERED ROCK Cu
Purple, Triassic Sandstone Hard Drilling from
8.5
6.5 to 10.5 feet.
50/0
D
50/0.4
10.5
345.8 10.5
50/0.0
Auger Refusal at 10.5 feet Below Current
345
Ground Surface on NON -CRYSTALLINE ROCK
340
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-06
BORING LOCATION See Boring Location Plan
DEPTH
7.8
ELEVATION (ff) 359.7
NORTHING (ft) 841534
DRILL MACHINE CME 550 ATV
DATE
6/12/2019
6/20/2019
TOTAL DEPTH (ff) 12.5
EASTING (ff) 2029945
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/12/2019
DATE COMPLETED 6/12/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGSZ. (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE ¢ o
O
359.7 0.0
22.5% o
TRIASSIC RESIDUUM
1 0
Tan and Gray, Sandy, LEAN CLAY (CL)
3
5
7
20 5%
Organic content: 3.1 percent (0 to 6 inches)
Z
N
356.7 3.0
3.5
Orange and Gray, Clayey SAND (SC)
6
8
14
D
355
2
6.0
10
15
19
\�34
D
352.1 W 7.6
85
PARTIALLY WEATHERED ROCK CO
D
Tan Brown and Gray, Triassic Sandstone
50/0.4
50/0 4
Hard Drilling from 7.6 to 12.5 feet.
350
12.5
347.2 12.5
50/0.0
Auger Refusal at 12.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
345
340
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-07
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 357.7
NORTHING (ft) 841511
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/20/2019
TOTAL DEPTH (ff) 8.0
EASTING (ff) 2029630
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
0,
MOISTURE ¢ o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
357.7 0.0
0.5 ft
0.5 ft
0.5 ft
1 0
^
18.07. q
TRIASSIC RESIDUUM
Orange and Black, Sandy, PLASTIC CLAY
(CH) Diabase soil
7
9
11
2
N
355
3.5
7
11
15
D
6
6.0
Cave-in
9
14
19
D
3
350
8.0
—
349.7 8.0
50/0.0
Auger Refusal at 8.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
345
340
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-08
BORING LOCATION See Boring Location Plan
DEPTH
5.0
ELEVATION (ff) 353.5
NORTHING (ft) 841515
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/17/2019
TOTAL DEPTH (ff) 9.0
EASTING (ff) 2030111
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED 6/13/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
d
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
353.5 0.0
353.2 TOPSOIL 0.3
1.0
4 inches
2
2
2
22.2%
TRIASSIC RESIDUUM
4
Tan and Gray, Sandy, PLASTIC CLAY (CH)
350_5____ 3.0
350
3.5
Orange White and Tan, Silty SAND ISM)
6
12
17
D
2
1
6.0
Cave-in
12
15
50/0.2
D
346.5 7.0
0 02
PARTIALLY WEATHERED ROCK
8.5
Tan Brown and Gray, Triassic Sandstone
345
0 0.0
344.5 9.0
9.0
50 0.0
50/0.0
Auger Refusal at 9.0 feet Below Current
Ground Surface on CRYSTALLINE ROCK
340
335
330
325
320
315
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-09
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 360.0
NORTHING (ft) 841483
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/17/2019
TOTAL DEPTH (ff) 11.5
EASTING (ff) 2029996
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
d
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
869
360.0 0.0
359.7 TOPSOIL 0.3
1.0
4 inches
P
3
4
6
23.6%
TRIASSIC RESIDUUM
411D
Tan and Gray, Sandy, PLASTIC CLAY (CH)
3.5
4
4
7
D
355
t
354_5 5.5
6.0
Red -Brown and tan, Silty SAND (SM) Cave-in-
12
19
32
D
2
352.0 8.0
8.5
PARTIALLY WEATHERED ROCK
50/0.1
0 o t
Light Brown, Triassic Sandstone
350
11.5
348.5 11.5
50/0.0
Auger Refusal at 11.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
345
340
335
330
325
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-10
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 359.1
NORTHING (ft) 841484
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/17/2019
TOTAL DEPTH (ff) 12.5
EASTING (ff) 2029786
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
0.
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE ¢ o
O
359.1 0.0
1.0
TRIASSIC RESIDUUM
Brown, Sandy, LEAN CLAY (CL)
3
4
4
0
36.8% ,;,
8
•�
N
356_13.0
3.5
_
— — — — — — — — — — — — — — — — — — —
Tan and Gray, Sandy, LEAN CLAY (CL)
6
16
50/0.3
355
I—'
D
354_8---------------- 4.3
— — —
50/03
PARTIALLY WEATHERED ROCK
Purple -Brown, Triassic Sandstone Hard
6.0
Drilling from 4.3 to 12.5
50/0.4
�O / 0 4
D
8.5
Cave-in
D
50/0.4
350
50/0
12.5
346.6 12.5
50/0.0
Auger Refusal at 12.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
345
340
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-11
BORING LOCATION See Boring Location Plan
DEPTH
8.6
ELEVATION (ff) 361.5
NORTHING (ft) 841430
DRILL MACHINE CME 550 ATV
DATE
6/13/2019
6/20/2019
TOTAL DEPTH (ff) 15.5
EASTING (ff) 2029654
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/13/2019
DATE COMPLETED 6/13/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
d .
MOISTURE g o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
361.5 0.0
0.5 ft
0.5 ft
0.5 ft
360
1.0
M
>•'
361.0 TOPSOIL 0.5
6 inches
WOH
1
2
No sample recovered.
3
358_5-------------------3.0
3.5
177% ti
TRIASSIC RESIDUUM
Tan, Sandy, PLASTIC CLAY (CH)
4
5
6
356_0-------------------5.5
355
6.0
2
D
RESIDUUM
Orange Black and Tan, Sandy, ELASTIC SILT
(MH) Diabase soil
12
12
13
353.5 8.0
8.5
D
PARTIALLY WEATHERED ROCK 1
Red -Brown and Tan, Triassic SandstoneCave-in
Hard Drilling from 8 to 15.5 feet.
50/0.5
5
350
13.5
50/0.3
D
50/0.3
15.5
346.0 15.5
50/0.0
Auger Refusal at 15.5 feet Below Current
345
Ground Surface on NON -CRYSTALLINE ROCK
340
335
330
325
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-12
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 360.0
NORTHING (ft) 841433
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/20/2019
TOTAL DEPTH (ff) 7.0
EASTING (ff) 2029891
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
869
360.0 0.0
359.7 TOPSOIL Ve "0.3
1.0
4 inches
N
3
4
6
25.3% 7
TRIASSIC RESIDUUM
1
-
Tan Red and Gray, Sandy, LEAN CLAY (CL)
3.5
3
4
5
M
355
9
355A5.0
____________________
6.0
PARTIALLY WEATHERED ROCK
D
an and Gray, Triassic Sandstone Hard
� �
2
Drilling from 5 to 7 feet.
7.0
353.0 7.0
50/0.0
Auger Refusal at 7.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
350
345
340
335
330
325
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-13
BORING LOCATION See Boring Location Plan
DEPTH
6.5
ELEVATION (ff) 360.8
NORTHING (ft) 841370
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/20/2019
TOTAL DEPTH (ff) 13.0
EASTING (ff) 2029833
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
0,
MOISTURE ¢ o
O
-
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGSZE (ffl
360.8 0.0
0.5 ft
0.5 ft
0.5 ft
360
1.0
M
360.4 TOPSOIL 0.4
5 inches
2
4
5
35.07. 7
TRIASSIC RESIDUUM
9
Tan and Gray, Sandy, PLASTIC CLAY (CH)
357.8 3.0
3.5
D
Dark Gray, Clayey SAND (SC) Diabase
Contact
7
12
15
7
355
6.0
I
1
5
10
15
2
D
Cave-in
8.5
�
37
50/0.3
D
351_8_________________ 9.0
�0303�
PARTIALLY WEATHERED ROCK
Dark Gray, Triassic Sandstone
350
13.0
D
347.8 13.0
50/0.0
Auger Refusal at 13.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
345
340
335
330
325
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-14
BORING LOCATION See Boring Location Plan
DEPTH
10.8
ELEVATION (ff) 359.0
NORTHING (ft) 841345
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/20/2019
TOTAL DEPTH (ff) 19.0
EASTING (ff) 2029969
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p .
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGSZE (ffl
359.0 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
358.7 TOPSOIL 0.3
4 inches
3
3
5
38.5%
TRIASSIC RESIDUUM
8
Brown and Gray, Sandy, PLASTIC CLAY
3560 (CH) 3.0
355
3.5
D
_ -
White and Tan, Clayey SAND (SC)
3
5
8
1
6.0
353.0 6.0
15
50/0.3
D
BOULDER
0 0 3
351.5 Brown and Gray, Triassic Sandstone 7.5
350
8.5
D
TRIASSIC RESIDUUM
Gray Silty SAND (SM)
23
23
31
5
348.0_____________ 111.0
Purple, SILT (ML)
13.5
345
13
15
37
D
2
Cave-in
\
342_5-------------------16.5
PARTIALLY WEATHERED ROCK
Purple, Triassic Siltstone
18.5
D
340.0 19.0
19.0
50 0.1
1
340
50/0.0
Auger Refusal at 19.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
a
1
BORING NO. B-15
BORING LOCATION See Boring Location Plan
DEPTH
14.5
9.1
ELEVATION (ff) 357.2
NORTHING (ft) 841299
DRILL MACHINE CME 550 ATV
DATE
6/14/2019
6/20/2019
TOTAL DEPTH (ff) 19.0
EASTING (ff) 2030223
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/14/2019
DATE COMPLETED 6/14/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
d .
MOISTURE g o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
357.2 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
357.0 TOPSOIL 0.2
2 inches
1
3
4
25.77.
TRIASSIC RESIDUUM
355
3.5
Gray, SILT (ML)
8
14
19
D
350
6.0
y 33
r
1
Sat
351_7-------------------5.5
RESIDUUM
Tan and White, Sandy, ELASTIC SILT (MH)
Diabase soil
6
9
9
8.5
1
1
2
2
4
Sat
346.7 10.5
TRIASSIC RESIDUUM
Tan, Silty SAND (SM)
345
13.5
24
24
45
M
6
342.2 - 15.0
PARTIALLY WEATHERED ROCK
Hard Drilling from 15 to 19 feet.
340
18.5
1 1
FFT0
0
0
338.2 19.0
50/0.0
Auger Refusal at 19.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-16
BORING LOCATION See Boring Location Plan
DEPTH
5.9
ELEVATION (ff) 334.3
NORTHING (ft) 842383
DRILL MACHINE CME 550 ATV
DATE
6/17/2019
6/20/2019
TOTAL DEPTH (ff) 9.3
EASTING (ff) 2029650
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/17/2019
DATE COMPLETED 6/17/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
d
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
334.3 0.0
>•'
333.8 TOPSOIL 0.5
1.0
b inches
3
3
3
M
TRIASSIC RESIDUUM
Tan, Sandy, LEAN CLAY (CL)
331.3 3.0
3.5
Tan Brown and Gray, Sandy, PLASTIC CLAY
4
6
7
(CH)
330
M
1
6.0
328_8----------------- 5.5
Purple, Sandy SILT (ML) Ca
9
12
16
M
326_8-------------------7.5
85
PARTIALLY WEATHERED ROCK
Purple, Triassic Sandstone Hard Drilling from
26
50/0.3
D
325.0 7.5 to 9.3 feet. 9.3
325
Boring Terminated at 9.3 feet Below Current
Ground Surface in PARTIALLY WEATHERED
ROCK
320
315
310
305
300
295
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-17
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 338.5
NORTHING (ft) 842302
DRILL MACHINE CME 550 ATV
DATE
6/17/2019
6/20/2019
TOTAL DEPTH (ff) 9.5
EASTING (ff) 2029672
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/17/2019
DATE COMPLETED 6/17/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE g o
338.5 0.0
23.5% 0
338.0 TOPSOIL 0.5
1.0
"
6 inches
2
4
4
21.7%
rganic content: 3.0 percent (0 to b inches
TRIASSIC RESIDUUM
8
335_5 Dark Brown, LEAN CLAY (CL) 3.0
335
3 5
_ _
Dark Brown and White, Clayey SAND (SC)
4
16
18
34
M
6.0
D
' • '
::`
Cave-in
332_0___________________6.5
17
50/0.5
PARTIALLY WEATHERED ROCK
Dark Brown and White, Triassic Mudstone
8•5
Hard drilling 6.5 to 9.5 feet.
330
D
38
50/0.5
329.0 9.5
bull
Boring Terminated at 9.5 feet Below Current
Ground Surface in PARTIALLY WEATHERED
ROCK
325
320
315
310
305
300
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-18
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 346.2
NORTHING (ft) 842200
DRILL MACHINE CME 550 ATV
DATE
6/17/2019
6/20/2019
TOTAL DEPTH (ff) 8.0
EASTING (ff) 2029969
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/17/2019
DATE COMPLETED 6/17/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
0.
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE g o
O
346.2 0.0
>•'
345.7 TOPSOIL 0.5
345
1.0
^
6 inches
2
3
4
27.9%
TRIASSIC RESIDUUM
Dark Brown, LEAN CLAY (CL)
343_2-------------------3.0
3.5
Dark Brown and White, Clayey SAND (SC)
10
F3
17
M
O
6.0
_
340.2 Cave-in
340
04
D
PARTIALLY WEATHERED ROCK
50/0.4
Dark Brown and White, Triassic Mudstone
Hard Drilling from 6 to 8 feet.
338.2 $ 0
Auger Refusal at 8.0 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
335
330
325
320
315
310
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-19
BORING LOCATION See Boring Location Plan
DEPTH
7.6
ELEVATION (ff) 336.0
NORTHING (ft) 842196
DRILL MACHINE CME 550 ATV
DATE
6/14/2019
6/20/2019
TOTAL DEPTH (ff) 8.5
EASTING (ff) 2030385
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/14/2019
DATE COMPLETED 6/14/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
336.0 0.0
1'0
ALLUVIUM
335
PLASTIC CLAY (CH)
1
2
3X'+Gray,
M
$
y'
333_0-------------------3.0
3.5
TRIASSIC RESIDUUM
9
12
23
Tan, Silty SAND ISM)
D
3
:.:.:
330_5------------------- 5.5
330
6'0
RESIDUUM
9
11
12
Orange Dark Gray and Black, Silty SAND
2
D
(SM) Diabase soil, Hard Drilling from 8 to 8.5
feet. 1
8.5
327.5 8.5
50/0.0
Boring Terminated at 8.5 feet Below Current
Ground Surface on NON -CRYSTALLINE ROCK
325
320
315
310
305
300
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-20
BORING LOCATION See Boring Location Plan
DEPTH
5.4
ELEVATION (ff) 329.5
NORTHING (ft) 842045
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029346
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
d
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
329.5 0.0
>
329.0 TOPSOIL 0.5
1.0
b inches
" ° °
3
5
7
12.1%
TRIASSIC RESIDUUM
2
Brown, Silty SAND ISM)
326.5 3.0
3.5
Tan and Red, Sandy, LEAN CLAY (CL)
4
4
4
325
N'
8
324.0 5.5
6.0
_Z
Dark Brown and Gray, Silty SAND (SM)°veTn-
9
14
19
D
\0.33
\
321_5-------------------8.0
8.5
\
Dark Brown, LEAN CLAY (CL)
27
35
46
320
D
T
319.5 10.0
Boring Terminated at 10.0 feet Below
Current Ground Surface in TRIASSIC
RESIDUUM
315
310
305
300
295
290
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-21
BORING LOCATION See Boring Location Plan
DEPTH
5.0
ELEVATION (ff) 342.3
NORTHING (ft) 842021
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029646
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
342.3 0.0
342.0 TOPSOIL 0.3
1.0
4 inches
P
2
2
3
58.47.
RESIDUUM
340
Orange Black and Tan, PLASTIC CLAY (CH)
�s
Diabase soil
3.5
5
7
8
Sat
05
i
336.8 - 5.5
6.0
TRIASSIC RESIDUUM Cave-in
11
18
21
Dark Brown and Gray, Sandy, LEAN CLAY
335
3
D
(CL)
334_38.0
8.5
--------------------
RESIDUUM
17
23
29
Orange Gray and Brown, Silty SAND (SM)
D
Diabase soil
2
332.3 10.0
Boring Terminated at 10.0 feet Below
Current Ground Surface in RESIDUUM
330
325
320
315
310
305
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-22
BORING LOCATION See Boring Location Plan
DEPTH
3.2
ELEVATION (ff) 349.2
NORTHING (ft) 841997
DRILL MACHINE CME 550 ATV
DATE
6/17/2019
6/20/2019
TOTAL DEPTH (ff) 8.9
EASTING (ff) 2029948
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/17/2019
DATE COMPLETED 6/17/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
349.2 0.0
348.7 TOPSOIL 0.5
1 0
6 inches
0
2
3
4
50.87. ti
RESIDUUM
Orange and Black, PLASTIC CLAY (CH)
3462 Diabase sod 3.0
3.5
I
TRIASSIC RESIDUUM
4
4
5
345
I
M
Tan, Sandy, LEAN CLAY (CL) Cave-in
9
34 3.777-------------------5.5
6.0
Gray, Silty SAND (SM)
14
19
25
M
4 i
341.2 8.0
8.5
D
340.3 PARTIALLY WEATHERED ROCK 8.9
50/0.4
340
Gray, Triassic Sandstone Hard Drilling from
7.5 to 8.9 feet.
Boring Terminated at 8.9 feet Below Current
Ground Surface in PARTIALLY WEATHERED
ROCK
335
330
325
320
315
310
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-23
BORING LOCATION See Boring Location Plan
DEPTH
7.4
ELEVATION (ff) 342.5
NORTHING (ft) 841948
DRILL MACHINE CME 550 ATV
DATE
6/17/2019
6/20/2019
TOTAL DEPTH (ff) 8.8
EASTING (ff) 2030252
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/17/2019
DATE COMPLETED 6/17/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
0,
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ffl
(ff) GROUNDWATER READINGSZE
342.5 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
35.6% o
"
25.4% N
TRIASSIC RESIDUUM
Brown, Sandy, PLASTIC CLAY (CH) Organic
content: 6.1 percent (0 to 6 inches)
1
3
4
340
N
339.5 3.0
3.5
Dark Brown and Gray, Silty SAND (SM)
9
17
26
M
4
335
6.0
\
D 02
D
_ 335_57.0
PARTIALLY WEATHERED ROCK
21
32
50/0.2
8.5
50/0.3
D
Dark Brown, Triassic Sandstone Hard Drilling
333.7 from 7 to 10 feet. 8.8
Boring Terminated at 8.8 feet Below Current
Ground Surface in PARTIALLY WEATHERED
ROCK
330
325
320
315
310
305
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
SZ
1
BORING NO. B-24
BORING LOCATION See Boring Location Plan
DEPTH
7.0
5.6
ELEVATION (ff) 339.9
NORTHING (ft) 841904
DRILL MACHINE CME 550 ATV
DATE
6/14/2019
6/20/2019
TOTAL DEPTH (ff) 8.5
EASTING (ff) 2030541
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/14/2019
DATE COMPLETED 6/14/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGSZE (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
O
339.9 0.0
y
339.7 TOPSOIL 0.2
1.0
N
2 inches
1
2
3
43.77. ti
+
ALLUVIUM
`�
y
Gray, PLASTIC CLAY (CH) with Sand
�5
336_9-------------------3.0
3.5
...
RESIDUUM
3
5
7
Tan, Silty SAND (SM) Diabase soil
M
335
2
334_45
6.0
.
Brown and Dark Gray, Silty GRAVEL (GM)
10
12
18
M
Hard Drilling from 8 to 8.5 feet.
3
8.5
331.4 8.5
50/0.0
Boring Terminated at 8.5 feet Below Current
Ground Surface on CRYSTALLINE ROCK
330
325
320
315
310
305
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-25
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 333.9
NORTHING (ft) 841776
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029194
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p .
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
333.9 0.0
0.5 ft
0.5 ft
0.5 ft
1 0
M
333.6 TOPSOIL 0.3
4 inches
3
3
4
27.77. ti
TRIASSIC RESIDUUM
Brown, LEAN CLAY (CL)
330_9-------------------3.0
330
3.5
M
Brown and White, Silty SAND ISM)
10
14
20
3
6.0
328_4---------4ave-In5.5
Brown, LEAN CLAY (CL)
14
21
23
M
4
325.9 8.0
325
8.5
M
Purple, Silty SAND (SM)
323.9 10.0
19
24
28
Boring Terminated at 10.0 feet Below
Current Ground Surface in TRIASSIC
RESIDUUM
320
315
310
305
300
295
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-26
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 351.5
NORTHING (ff) 841767
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029414
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
351.5 0.0
351.2 TOPSOIL 0.3
1.0
4 inches
350
20.5% H
2
2
5
TRIASSIC RESIDUUM
N
Brown, Sandy SILT (ML)
3485 3.0
3.5
\
_ _ _ _ _
Red -Brown, Silty SAND (SM)
10
20
30
\
\
M
5
346.0 5.5
6.0
Brown, SILT (ML)
11
17
23
345
M
Cave-in
4
343_5-------------------8.0
8.5
Dark Gray, Silty SAND (SM)
19
24
28
M
341.5 10.0
Boring Terminated at 10.0 feet Below
Current Ground Surface in TRIASSIC
340
RESIDUUM
335
330
325
320
315
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-27
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 345.4
NORTHING (ft) 841607
DRILL MACHINE CME 550 ATV
DATE
6/14/2019
6/20/2019
TOTAL DEPTH (ff) 6.0
EASTING (ff) 2030472
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/14/2019
DATE COMPLETED 6/14/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
p
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE ¢ o
O
345.4 0.0
345
345.1 TOPSOIL 0.3
10
4lnches
2
2
2
19.07. ti
ALLUVIUM
Dark Gray, PLASTIC CLAY (CH) Trace3.5
�4
342_4 Organics 3.0
— —
RESIDUUM
2
7
8
M
Dark Tan Orange and Black, Clayey SAND
(SC) Hard Drilling from 5.5 to 6 feet.
340
6.0
339.4 6.0
50/0.0
Auger Refusal at 6.0 feet Below Current Cave-in
Ground Surface on CRYSTALLINE ROCK
335
330
325
320
315
310
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-28
BORING LOCATION See Boring Location Plan
DEPTH
8.4
ELEVATION (ff) 339.5
NORTHING (ft) 841487
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029032
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p .
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
339.5 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
20.9% o
"
14 6% N
339.2 TOPSOIL 0.3
4 inches
rganic content: 3.9 percent (0 to b inches
5
8
11
poTRIASSIC
RESIDUUM
3.5
Light Brown and Gray, Clayey SAND (SC)
9
13
17
335
3
M
6.0
13
14
17
M
8.5
1
331_5_____ 8.0
Dark Brown, Sandy SILT (ML)
11
16
39
330
5
D
329.5 10.0
Boring Terminated at 10.0 feet Below
Current Ground Surface in TRIASSIC
RESIDUUM
325
320
315
310
305
300
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-29
BORING LOCATION See Boring Location Plan
DEPTH
4.4
ELEVATION (ff) 357.0
NORTHING (ft) 841470
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 10.0
EASTING (ff) 2029274
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p .
MOISTURE g o
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
357.0 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
^
>•'
356.5 TOPSOIL 0.5
b inches
2
2
2
355
50.9% ti
RESIDUUM
Orange and Black, PLASTIC CLAY (CH)
�4
354_0 Diabase soil 3.0
3.5
M
— —
TRIASSIC RESIDUUM
Brown and Gray, Silty SAND ISM) 1
5
7
8
1
6.0
11
18
21
350
3
M
349.0 8.0
8.5
7347.0
Dark Purple and White, Sandy SILT (ML)
17
23
29
M
2
10.0
Boring Terminated at 10.0 feet Below
Current Ground Surface in TRIASSIC
RESIDUUM
345
340
335
330
325
320
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-30
BORING LOCATION See Boring Location Plan
DEPTH
2.4
ELEVATION (ff) 350.1
NORTHING (ft) 841318
DRILL MACHINE CME 550 ATV
DATE
6/14/2019
6/20/2019
TOTAL DEPTH (ff) 9.7
EASTING (ff) 2030459
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/14/2019
DATE COMPLETED 6/14/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
0.
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE g o
350.1 0.0
29.8% o
349.8 TOPSOIL 0.3
1.0
ti
4 inches
1
2
2
36.2%
rganic content: 3.1 percent (0 to b inches
ALLUVIUM 1
y
�4
y
347_1 Tan, PLASTIC CLAY (CH) 3.0
3.5
\
_ _
TRIASSIC RESIDUUM
4
7
10
M
Dark Gray, Silty SAND ISM)
345
6.0
Purple, SILT (ML)
6
6
12
Cave-in
D
1
8.5
22
32
50/0.2
D
340_6------------------- 9.5
340
340'4 PARTIALLY WEATHERED ROCK 9.7
Purple and Black Triassic N dstone
(Diabase Contact)
Boring Terminated at 9.7 feet Below Current
Ground Surface in PARTIALLY WEATHERED
ROCK
335
330
325
320
315
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-31
BORING LOCATION See Boring Location Plan
DEPTH
12.8
ELEVATION (ff) 360.4
NORTHING (ft) 841129
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 13.9
EASTING (ff) 2029208
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
0.
O
(ffl
(ff) GROUNDWATER READINGSZE
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE g o
O
360.4 0.0
360
360.2 GRAVEL 02
1 0
2 inches
P
5
6
8
13.5% ti
TRIASSIC RESIDUUM
1
Dark Tan and Orange, Sandy, LEAN CLAY
(CL)
3.5
4
4
6
1
355
354_9-------------------5.5
6.0
Brown and White, Sandy, ELASTIC SILT (MH)
5
9
12
1
352.4 8.0
8.5
Purple and White, Silty SAND (SM)
6
10
15
2
350
\
348=4---- — — — — — — — — — — 12.0
PARTIALLY WEATHERED ROCK i
13.5
Purple and White, Triassic Sandstone -
346.5 13.9
50/0.4
Boring Terminated at 13.9 feet Below
Current Ground Surface in PARTIALLY
345
WEATHERED ROCK
340
335
330
325
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
Dry
BORING NO. B-32
BORING LOCATION See Boring Location Plan
DEPTH
ELEVATION (ff) 371.0
NORTHING (ft) 841097
DRILL MACHINE CME 550 ATV
DATE
6/18/2019
6/20/2019
TOTAL DEPTH (ff) 14.8
EASTING (ff) 2029509
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/18/2019
DATE COMPLETED 6/18/2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
d
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
.
MOISTURE g o
371.0 0.0
1.0
RESIDUUM
370
Tan and Black, Silty SAND (SM) With Gravel,
4
3
7
M
X
Diabase soil
1 D
368.0 3.0
3.5
TRIASSIC RESIDUUM
5
9
13
13.6% o
>.
Brown White and Gray, Clayey SAND (SC)
2
365
6.0
7
11
16
M
7 i
363.0 8.0
8.5
RESIDUUM
Orange SILT
3
4
4
Sat
and Black, ELASTIC (MH)
Diabase soil
360
13.5-++
10
37
50/0.3
357_0 14.0
M
_ — — — ---------------
356.2 PARTIALLY WEATHERED ROCK 14.8
Brown, Triassic Mudstone
Boring Terminated at 14.8 feet Below
355
Current Ground Surface in PARTIALLY
WEATHERED ROCK
350
345
340
335
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
o HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-33
BORING LOCATION See Boring Location Plan
DEPTH
12.9
ELEVATION (ff) 366.5
NORTHING (ft) 841040
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/17/2019
TOTAL DEPTH (ff) 14.9
EASTING (ff) 2029822
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
DEPTH
BLOW COUNT
BLOWS PER FOOT
Elev. SOIL AND ROCK DESCRIPTION Depth
(ft)
(ft)
0.
O
(ff) GROUNDWATER READINGS (ffl
0.5 ft
0.5 ft
0.5 ft
0 20 40 60 80 100
MOISTURE g o
366.5 0.0
366.1 TOPSOIL 0.4
1.0
5 inches
365
28,3% ti
1
3
3
TRIASSIC RESIDUUM
6
Tan and Red, PLASTIC CLAY (CH)
363.5 3.0
3.5
Tan and Gray, LEAN CLAY (CL)
3
3
5
I
M
y
T8
6.0
Red and Gray, Clayey SAND (SC)
2
3
3
360
I
M
358.5 8.0
8.5
Red and Gray, Silty SAND (SM)
7
8
9
M
7
355
i_
13.5
12
15
50/0.4
D
:::::::'
352.0 14.5
351.6 PARTIALLY WEATHERED ROCK 14.9
White, Triassic Sandstone
Boring Terminated at 14.9 feet Below
350
Current Ground Surface in PARTIALLY
WEATHERED ROCK
345
340
335
330
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
TEST BORING LOG
LCON
ENGINEERING
PHONE: [phone]
www.falconengineers.com
PROJECT NO. G19032.00 PROJECT LOCATION Durham, North Carolina LOGGED BY Paul, A.
GROUND
WATER
0 HOUR
STATIC
PROJECT NAME 4804 North Roxboro St. Geotechnical Due Diligence
HOLE
Dry
1
BORING NO. B-34
BORING LOCATION See Boring Location Plan
DEPTH
13.3
ELEVATION (ff) 366.9
NORTHING (ft) 841007
DRILL MACHINE CME 550 ATV
DATE
6/11/2019
6/17/2019
TOTAL DEPTH (ff) 15.0
EASTING (ff) 2030074
DRILLER Blackley, D.
SURFACE WATER DEPTH (ft) N/A
DATE STARTED 6/11 /2019
DATE COMPLETED 6/11 /2019
DRILL METHOD Hollow Augers
HAMMER TYPE Automatic
ELEV.
(ft)
DEPTH
(ft)
BLOW COUNT
BLOWS PER FOOT
0 20 40 60 80 100
p
MOISTURE g o
O
O
Elev. SOIL AND ROCK DESCRIPTION Depth
(ff) GROUNDWATER READINGS (ffl
366.9 0.0
0.5 ft
0.5 ft
0.5 ft
1.0
N
>•'
366.4 TOPSOIL 0.5
4 inches
3
4
5
365
9
39.6% ti
RESIDUUM
Red, ELASTIC SILT (MH)
3.5
3
3
4
I
M
♦7
361_4------------------- 5.5
360
6.0
I
7
�
M
Orange and Black, ELASTIC SILT (MH)
Diabase soil
2
3
4
8.5
I
1
2
8
M
1
355
13.5
1
WOH
1
2
Sat.
3
351.9 15.0
Boring Terminated at 15.0 feet Below
Current Ground Surface in RESIDUUM
350
345
340
335
330
Vertical Scale: 1"=5'

FALCON ENGINEERING, INC.
3 1210 TRINITY ROAD, SUITE 110 SUMMARY OF SUBSURFACE MATERIALS
LCO N CARY, NC 27513 PAGE 1 OF 2
1 ENGINEERING PHONE:[phone]
www.falconengineers.com
Project Number: G19032.00
Project Name: 4804 North Roxboro St. Geotechnical Due Diligence
Project Location: Durham, North Carolina
Boring
Surface Material Thickness (in)
Fill
Thickness
(ft)
Alluvium
Thickness
(ft)
Residuum
PWR
Rock
Groundwater
ID Depth Elev.
Asphalt
Concrete
Agg•
Base
Topsoil
Depth Elev.
(ft) (ft)
Depth Elev.
(ft) (ft)
Depth Elev.
(ft) (ft)
0-hour
....... _ .
De h Elev.
24-hour
Depth Elev.
B-01 9.0 354.2
5
0.4 353.8
4.0 350.2
9.0 345.2
Dry -
Dry -
B-02 20.5 355.6
4
0.3 355.3
15.5 340.1
20.5 335.1
Dry -
8.6 347.0
B-03 16.5 355.7
4
0.3 355.4
11.0 344.7
16.5 339.2
Dry -
10.3 345.4
B-04 15.5 349.7
4
0.3 349.4
8.0 341.7
15.5 334.2
Dry -
Dry -
B-05 10.5 356.3
5
0.4 355.9
6.5 349.8
10.5 345.8
Dry -
7.0 349.3
B-06 12.5 359.7
0.0 359.7
7.6 352.1
12.5 347.2
Dry -
7.8 351.9
B-07 8.0 357.7
0.0 357.7
8.0 349.7
Dry -
Dry -
B-08 9.0 353.5
4
0.3 353.2
7.0 346.5
9.0 344.5
Dry -
5.0 348.5
B-09 11.5 360.0
4
0.3 359.7
8.0 352.0
11.5 348.5
Dry -
Dry -
B-10 12.5 359.1
0.0 359.1
4.3 354.8
12.5 346.6
Dry -
Dry -
B-11 15.5 361.5
6
3.0 358.5
8.0 353.5
15.5 346.0
Dry -
8.6 352.9
B-12 7.0 360.0
4
0.3 359.7
5.0 355.0
7.0 353.0
Dry -
Dry -
B-13 13.0 360.8
5
0.4 360.4
9.0 351.8
13.0 347.8
Dry -
6.5 354.3
B-14 19.0 359.0
4
0.3 358.7
16.5 342.5
19.0 340.0
Dry -
10.8 348.2
B-15 19.0 357.2
2
0.2 357.0
15.0 342.2
19.0 338.2
14.5 342.7
9.1 348.1
B-16 9.3 334.3
6
0.5 333.8
7.5 326.8
Dry --
5.9 328.4
B-17 9.5 338.5
6
0.5 338.0
6.5 332.0
Dry -
Dry -
B-18 8.0 346.2
6
0.5 345.7
6.0 340.2
8.0 338.2
Dry -
Dry -
B-19 8.5 336.0
3.0
3.0 333.0
Dry -
7.6 328.4
B-20 10.0 329.5
6
0.5 329.0
Dry -
5.4 324.1
B-21 10.0 342.3
4
0.3 342.0
Dry -
5.0 337.3
B-22 8.9 349.2
6
0.5 348.7
8.0 341.2
Dry -
3.2 346.0
B-23 8.8 342.5
0.0 342.5
7.0 335.5
Dry -
7.4 335.1
B-24 8.5 339.9
2
2.8
3.0 336.9
7.0 332.9
5.6 334.3
B-25 10.0 333.9
4
0.3 333.6
Dry --
Dry -
B-26 10.0 351.5
4
0.3 351.2
Dry -
Dry -
B-27 6.0 345.4
4
3.0 342.4
6.0 339.4
Dry -
Dry --
B-28 10.0 339.5
4
0.3 339.2
Dry -
8.4 331.1
Bold text denotes the origin strata of termination or refusal.

FALCON ENGINEERING, INC.
3 1210 TRINITY ROAD, SUITE 110 SUMMARY OF SUBSURFACE MATERIALS
LCO N CARY, NC 27513 PAGE 2 OF 2
1 ENGINEERING PHONE:[phone]
www.falconengineers.com
Project Number: G19032.00
Project Name: 4804 North Roxboro St. Geotechnical Due Diligence
Project Location: Durham, North Carolina
Boring
Surface Material Thickness (in)
Fill
Thickness
(ft)
Alluvium
Thickness
(ft)
Residuum
PWR
Rock
Groundwater
ID Depth Elev.
Asphalt
Concrete
Agg•
Base
Topsoil
Depth Elev.
(ft) (ft)
Depth Elev.
(ft) (ft)
Depth Elev.
(ft) (ft)
0-hour
....... _ .
De h Elev.
24-hour
Depth Elev.
B-29 10.0 357.0
6
0.5 356.5
Dry -
4.4 352.6
B-30 9.7 350.1
4
2.7
3.0 347.1
9.5 340.6
Dry -
2.4 347.7
B-31 13.9 360.4
0.2 360.2
12.0 348.4
Dry -
12.8 347.6
B-32 14.8 371.0
0.0 371.0
14.0 357.0
Dry -
Dry -
B-33 14.9 366.5
5
0.4 366.1
14.5 352.0
Dry -
12.9 353.6
B 34 15.0 366.9
6
0.5 366.4
Dry -
13.3 353.6
Bold text denotes the origin strata of termination or refusal.

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
APPENDIX C
INDEX CLASSIFICATION TEST RESULTS................................................................................ C-1
ATTERBERG LIMITS RESULTS................................................................................................. C-2
GRAINSIZE DISTRIBUTION RESULTS..................................................................................... C-3
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 APPENDIX

�ALCON
FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
SUMMARY OF SOIL INDEX TESTING
PAGE 1 OF 1
PHONE: [phone]
www.falconengineers.com
Project Number: G19032.00
Project Name: 4804 North Roxboro St. Geotechnical Due Diligence
Project Location: Durham, North Carolina
Sample ID
Boring ID
Depth (ft)
Natural
Moisture
Content(%)
Percent Passing
#10 #40 #200
Atterberg Limits
LL PL PI
Percent
Organics
Symbol
USCS AASHTO
S-01
B-06
0.0 - 0.5
22.5
3.1
S-02
B-17
0.0 - 0.5
23.5
3.0
S-03
B-23
0.0 - 0.5
35.6
6.1
S-04
B-28
0.0 - 0.5
20.9
3.9
S-05
B-30
0.0 - 0.5
29.8
6.5
SS-01
B-01
1.0 - 2.5
15.6
90 87 69
41 20 21
CL A-7-6
SS-02
B-02
1.0 - 2.5
19.5
SS-03
B-03
1.0 - 2.5
17.7
SS-04
B-04
1.0 - 2.5
19.8
97 83 58
64 22 42
CH A-7-6
SS-05
B-05
1.0 - 2.5
16.7
SS-06
B-06
1.0 - 2.5
20.5
SS-07
B-07
1.0 - 2.5
18.0
SS-08
B-08
1.0 - 2.5
22.2
SS-09
B-09
1.0 - 2.5
23.6
100 96 68
64 25 39
CH A-7-6
SS-10
B-10
1.0 - 2.5
36.8
SS-1 1
B-1 1
3.5 - 5.0
17.7
93 84 70
55 26 29
CH A-7-6
SS-12
B-12
1.0 - 2.5
25.3
SS-13
B-13
1.0 - 2.5
35.0
SS-14
B-14
1.0 - 2.5
38.5
SS-15
B-15
1.0 - 2.5
25.7
98 94 84
44 27 17
ML A-7-6
SS-16
B-17
1.0 - 2.5
21.7
SS-17
B-18
1.0 - 2.5
27.9
SS-18
B-20
1.0 - 2.5
12.1
SS-19
B-21
1.0 - 2.5
58.4
SS-20
B-22
1.0 - 2.5
50.8
99 96 86
91 38 53
CH A-7-5
SS-21
B-23
1.0 - 2.5
25.4
SS-22
B-24
1.0 - 2.5
43.7
97 92 82
100 21 79
CH A-7-6
SS-23
B-25
1.0 - 2.5
27.7
SS-24
B-26
1.0 - 2.5
20.5
SS-25
B-27
1.0 - 2.5
19.0
SS-26
B-28
1.0 - 2.5
14.6
84 68 46
36 21 15
SC A-6
SS-27
B-29
1.0 - 2.5
50.9
SS-28
B-30
1.0 - 2.5
36.2
SS-29
B-31
1.0 - 2.5
13.5
SS-30
B-32
3.5 - 5.0
13.6
92 53 36
47 24 23
SC A-7-6
SS-31
B-33
1.0 - 2.5
28.3
SS-32
B-34
1.0 - 2.5
39.6
100 98 94
87 42 45
MH A-7-5

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
CARY, NC 27513
ATTERBERG LIMITS RESULTS
PAGE 1 OF 1
a
LCON
Crv121rvCCKiNG
Col
5C
P
L
A
S 4C
T
I
C
T 3C
Y
I
N 2C
E
X
IL
PHONE: [phone]
www.falconengineers.com
CL
CH
0
m
A
*
0
ML
MH
CL-ML
01
0
2U 4U 6U t5U I UU
LIQUID LIMIT
Sample Identification
LL
Pl.
PI
Fines
USCS and AASHTO Classification
•
SS-01 B-01 1.0 - 2.5
41
20
21
69
SANDY LEAN CLAY (CL) A-7-6
m
SS-04 B-04 1.0 - 2.5
64
22
42
58
SANDY FAT CLAY (CH) A-7-6
A
SS-09 B-09 1.0 - 2.5
64
25
39
68
SANDY FAT CLAY (CH) A-7-6
*
SS-11 B-11 3.5 - 5.0
55
26
29
70
SANDY FAT CLAY (CH) A-7-6
O
SS-15 B-15 1.0 - 2.5
44
27
17
84
SILT with SAND (ML) A-7-6
*
SS-20 B-22 1.0 - 2.5
91
38
53
86
FAT CLAY (CH) A-7-5
O
SS-22 B-24 1.0 - 2.5
100
21
79
82
FAT CLAY with SAND (CH) A-7-6
0
SS-26 B-28 1.0 - 2.5
36
21
15
46
CLAYEY SAND (SC) A-6
®
SS-30 B-32 3.5 - 5.0
47
24
23
36
CLAYEY SAND (SC) A-7-6
®
SS-32 B-34 1.0 - 2.5
87
42
45
94
ELASTIC SILT (MH) A-7-5

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
—dd7
LCO N CARY, INC 27513
PHONE: [phone]
www.falconengineers.com
m
E-
w 70
3
r
m
w 60
z
z
U 50
CL
40
30
20
10
0
GRAIN SIZE DISTRIBUTION
PAGE 1 OF 2
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
6 4 3 1.5 1 3/4 1 /2 3/8 4 8 10 16 20 30 40 5060 100 140 200
Grain Size (mm) 100 10 1 0.1 0.01 Grain Size (mm) 0.0
coarse fine coarse medium fine
COBBLES SILT or CLAY
GRAVEL SAND
-)I
Sample Identification
NMC
13100
D60
D30
D10
Cc
Cu
%Gravel
%Sand
%Silt :%Clay
LL
PI
USCS and AASHTO Classification
•
SS-01 B-01 1.0 - 2.5
15.6 %
19
5
26
69
41
21
SANDY LEAN CLAY (CL) A-7-6
*
SS-04 B-04 1.0 - 2.5
19.8 %
9.5
0.101
1
41
58
64
42
SANDY FAT CLAY (CH) A-7-6
A
SS-09 B-09 1.0 - 2.5
23.6 %
9.5
0
32
68
64
39
SANDY FAT CLAY (CH) A-7-6
*
SS-1 1 B-1 1 3.5 - 5.0
17.7 %
9.5
2
28
70
55
29
SANDY FAT CLAY (CH) A-7-6
O
SS-15 B-15 1.0 - 2.5
25.7 %
9.5
0
16
84
44
17
SILT with SAND (ML) A-7-6

FALCON ENGINEERING, INC.
1210 TRINITY ROAD, SUITE 110
—dd7
LCO N CARY, INC 27513
PHONE: [phone]
www.falconengineers.com
m
E-
w 70
3
r
m
w 60
z
z
U 50
CL
40
30
20
10
0
GRAIN SIZE DISTRIBUTION
PAGE 2OF2
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
6 4 3 1.5 1 3/4 1 /2 3/8 4 8 10 16 20 30 40 5060 100 140 200
Grain Size (mm) 100 10 1 0.1 0.01 Grain Size (mm) 0.0
coarse fine coarse medium fine
COBBLES SILT or CLAY
GRAVEL SAND
-)I
Sample Identification
NMC
13100
D60
D30
D10
Cc
Cu
%Gravel
%Sand
%Silt :%Clay
LL
PI
USCS and AASHTO Classification
•
SS-20 B-22 1.0 - 2.5
50.8 %
4.75
0
14
86
91
53
FAT CLAY (CH) A-7-5
*
SS-22 B-24 1.0 - 2.5
43.7 %
9.5
2
16
82
100
79
FAT CLAY with SAND (CH) A-7-6
A
SS-26 B-28 1.0 - 2.5
14.6 %
19
0.271
10
44
46
36
15
CLAYEY SAND (SC) A-6
*
SS-30 B-32 3.5 - 5.0
13.6 %
9.5
0.563
2
62
36
47
23
CLAYEY SAND (SC) A-7-6
O
SS-32 B-34 1.0 - 2.5
39.6 %
4.75
0
6
94
87
45
ELASTIC SILT (MH) A-7-5

GEOTECHNICAL DUE DILIGENCE REPORT OF SUBSURFACE INVESTIGATION 3
APPENDIX D
TEST BORING LOGS AND LABORATORY TEST RESULTS BY OTHERS ............................. D-1
REPORT OF SEISMIC INVESTIGATION MASW SHEAR WAVE ANALYIS .............................. D-2
REPORT OF SEASONAL HIGH WATER TABLE DETERMINATION ......................................... D-3
DURHAM PUBLIC SCHOOLS / 4804 N. ROXBORO ST. GEOTECHNICAL DID / G19032.00 / 7.17.2019 APPENDIX

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 1
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 388.0 ft
NOTES: Boring location is approximate.
*Temporary PVC standpipe installed.
DRILL RIG: CME 550X
BORING DEPTH: 30.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 3%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (ML)
5
7
10
17
very stiff, brown, with rock fragments, moist
3
7
9
16
5
383.0
RESIDUUM: LEAN CLAY (CL)
stiff, red yellow, with fine sand, relatively dry
4
6
7
13
SS-4
3
5
6
11
10
378.0
RESIDUUM: SANDY SILT (ML)
very stiff to hard, tan gray, little clay, fine to
medium, relatively dry
6
8
9
17
15
373.0
12
15
21
36
20
HC
368.0
RESIDUUM: SILTY SAND (SM)
very dense, gray, fine to medium, relatively dry
20
29
50/4"
0/4"
PARTIALLY WEATHERED ROCK (SM)
25
363.0
gray, silty fine to medium sand, relatively dry
38
40
50
90
30
358.0
Boring terminated at 30 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 1A
S&ME Project No. 1305-14-130
DATE DRILLED: 1/6/15
ELEVATION: 375.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 18.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 100
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SW
15
50/0"
0/0"
medium dense, brown, with rock fragments, fine
to medium, moist
HC
PARTIALLY WEATHERED ROCK (SM)
9
22
17
39
5
brown, silty fine sand, moist
370.0
RESIDUUM: SANDY SILT (ML)
20
28
45
hard to very hard, red brown, with rock
73
fragments, relatively dry
50/6"
0/6"
RESIDUUM: PARTIALLY WEATHERED
10
ROCK (SM)
365.0
red brown, silty fine to coarse sand, with rock
fragments, relatively dry
27
50/5"
0/5"
15
360.0
50/0"
0/01,
Boring terminated at 18.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 380.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 18.6 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILT (ML)
11
10
5
15
stiff, gray red brown, with fine sand, and rock
fragments, moist
RESIDUUM: SILT (ML)
3
3
4
7
5
firm, red orange, with fine sand, moist
375.0
2
3
3
6
RESIDUUM: SANDY SILT (ML)
firm, gray tan, little clay, moist
2
3
5
8
10
370.0
HC
RESIDUUM: SILTY SAND (SM)
very dense, gray, fine, relatively dry
7
16
36
52
15
365.0
PARTIALLY WEATHERED ROCK
NO RECOVERY
50/1°
5a1°
Boring terminated at 18.6 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 2A
S&ME Project No. 1305-14-130
DATE DRILLED: 1/7/15
ELEVATION: 358.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 80
EASINTG: 110
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (ML)
6
5
6
11
stiff to very stiff, white red, relatively dry
7
10
17
27
5
353.0
RESIDUUM: SANDY SILT (ML)
hard, red brown, relatively dry
12
17
18
35
RESIDUUM: SANDY SILT (ML)
very stiff to very hard, white red brown, with rock
6
9
11
20
10
fragments, relatively dry
HC
348.0
11
14
23
37
15
343.0
21
35
31
66
20
338.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 373.0 ft
NOTES: Boring location is approximate.
*Bulk sample obtained from 1 to 5 feet.
DRILL RIG: CME 450
BORING DEPTH: 9.3 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
2
2
3
5
firm, red brown, with sand, moist
RESIDUUM: SILTY SAND (SM)
medium dense to dense, red brown, fine,
HC
10
10
12
22
5
relatively dry
368.0
10
14
21
35
50/2
50/2°
PARTIALLY WEATHERED ROCK (SM)
tan white, silty fine to medium sand, relatively dry
50/1"
050/1°
4
Boring terminated at 9.3 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 398.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 38.5 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY CLAY (CH)
SS-1
4
6
10
16
firm to very stiff, red, with rock fragments, moist
RESIDUUM: LEAN CLAY (CL)
very stiff, red, with fine sand, relatively dry
12
11
13
24
5
393.0
15
13
13
26
9
12
14
26
10
388.0
SS-5
7
9
11
20
15
383.0
HC
6
8
12
40
20
20
378.0
9
9
12
40
21
25
373.0
RESIDUUM: SANDY SILT (ML)
very stiff, brown purple, relatively dry
6
9
12
21
30
368.0
6
6
10
16
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 398.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 38.5 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
vai
N M
10 20 30 6080
RESIDUUM: SANDY SILT (ML)
very stiff, brown purple, relatively dry (continued)
50/0"
50/0"
Boring terminated at 38.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 2 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 5
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 389.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 40.0 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 50
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
3
5
6
41% -11
stiff to very stiff, red orange, little fine sand, moist
to relatively dry
SS-2
9
14
16
30
5
384.0
5
7
9
16
RESIDUUM: ELASTIC SILT (MH)
stiff, tan gray, with sand, relatively dry
SS-4
4
4
6
10
10
379.0
RESIDUUM: SANDY SILT (MLI
stiff to very stiff, tan gray, relatively dry
4
6
8
14
15
374.0
HC
6
10
16
26
20
369.0
\050/3"
RESIDUUM: SILTY SAND (SM)
very dense, tan gray, fine to medium, relatively dry
24
39
50/3"
PARTIALLY WEATHERED ROCK (SM)
25
364.0
tan yellow, silty fine to medium sand, relatively dry
50/6"
50/6"
30
359.0
50/4"
50/4"
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 5
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 389.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 40.0 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 50
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
vai
N M
10 20 30 6080
PARTIALLY WEATHERED ROCK (SM)
tan yellow, silty fine to medium sand, relatively dry
(continued)
50/4"
0/4"
40
349.0
Boring terminated at 40 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 2 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 6
S&ME Project No. 1305-14-130
DATE DRILLED: 1/15/15
ELEVATION: 375.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 13.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 60
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (6 inches)
RESIDUUM: SANDY CLAY (CL�
3
5
21
26
firm, tan, moist
RESIDUUM: SANDY CLAY (CL�
50/4"
0/4"
very stiff, tan, moist
5
370.0
PARTIALLY WEATHERED ROCK (SM)
50/3"
tan, silty fine sand, with rock fragments, relatively
o/3"
dry
HC
50/2"
0/2"
10
365.0
50/0"
0/01,
Boring terminated at 13.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 7
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 393.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 40.0 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 70
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
- N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: LEAN CLAY (CL)
SS-1
5
7
10
17
stiff to very stiff, red brown, with fine sand, moist
RESIDUUM: LEAN CLAY (CL)
hard, red brown, with fine sand, relatively dry
9
19
27
46
5
388.0
16
21
18
39
RESIDUUM: LEAN CLAY (CL)
very stiff, red brown, with fine sand, relatively dry
5
8
10
18
10
383.0
6
8
11
19
15
378.0
5
12
11
23
20
373.0
HC
RESIDUUM: SILTY SAND (SM)
dense to medium dense, dark brown purple, fine
to medium, relatively dry
9
13
19
32
25
368.0
9
12
15
27
30
363.0
12
22
50/6"
0/6"
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 7
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 393.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X / CME 450
BORING DEPTH: 40.0 ft
DRILLER: J. White / Subtec Exploration
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 70
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
vai
N M
10 20 30 6080
PARTIALLY WEATHERED ROCK (SM)
\'
dark brown purple, silty fine to medium sand,
relatively dry (continued)
33
50/4"
0/4"
40
353.0
Boring terminated at 40 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 2 of 2

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 8
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 387.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X
BORING DEPTH: 30.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 80
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY CLAY (CH)
SS-1
3
6
8
14
stiff, red purple, fat, moist
RESIDUUM: LEAN CLAY (CL)
very stiff, red purple, with fine sand, relatively dry
8
10
13
23
5
382.0
7
9
11
20
5
6
11
17
10
377.0
6
8
10
40
18
15
372.0
HC
6
8
11
19
20
367.0
RESIDUUM: SANDY SILT (ML)
hard to very hard, brown purple, little rock
fragments, relatively dry
16
17
21
38
25
362.0
18
29
43
72
30
357.0
Boring terminated at 30 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG B- 9
S&ME Project No. 1305-14-130
DATE DRILLED: 12/30/15
ELEVATION: 377.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 25.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 90
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
L
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (MLI
2
3
5
8
firm, red, with rock fragments, moist
RESIDUUM: SILTY SAND (SM)
medium dense to dense, red brown, with rock
5
10
16
26
5
fragments, fine, relatively dry
372.0
13
15
19
34
RESIDUUM: SANDY SILT (ML)
very stiff, gray brown, relatively dry
7
11
13
24
10
367.0
HC
8
8
12
20
15
362.0
7
11
16
27
20
357.0
5
10
15
25
25
352.0
Boring terminated at 25 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG DP- 1
S&ME Project No. 1305-14-130
DATE DRILLED: 12/22/14
ELEVATION: 362.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 8.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SW
SS-1
5
6
10
16
medium dense, white red, with rock fragments,
little clay, fine, relatively dry
HC
33
50/5"
50/5"
SILTY SAND (SW
5
LRESIQUILIM:
dense, white gray, with rock fragments, fine,
357.0ely
dry
50/6"
0/6"
PARTIALLY WEATHERED ROCK (SM)
tan white, silty fine to medium sand, with rock
fragments, relatively dry
50/1"
o/1"
Boring terminated at 8.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG DP- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 12/19/14
ELEVATION: 349.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 8.4 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SID
3
6
8
14
medium dense, brown red, with clay, fine,
relatively dry
HC
RESIDUUM: SILTY SAND (SM)
17
21
7
28
5
medium dense, tan white, fine to medium,
344.0
relatively dry
18
50/6"
PARTIALLY WEATHERED ROCK (SM)
white, silty fine to medium sand, relatively dry
50/0"
0/0"
Boring terminated at 8.4 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG DP- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 359.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SID
5
7
9
16
medium dense, tan red, with clay, fine, relatively
dry
RESIDUUM: SILTY SAND (SM)
HD
SS-2
6
11
21
32
5
dense, tan, fine to medium, relatively dry
—
354.0
12
16
16
32
50/6"
50/6"
PARTIALLY WEATHERED ROCK (SM)
10
tan, silty medium to fine sand, relatively dry
349.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG DP- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 1/13/15
ELEVATION: 352.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 13.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY CLAY (CL)
6
16
16
32
hard, tan, with rock fragments, wet
RESIDUUM: SANDY CLAY (CL)
very hard, tan, with rock fragments, moist
10
25
45
70
5
347.0
X 50/3"
0/3°
PARTIALLY WEATHERED ROCK (SM)
brown, silty fine sand, moist
50/2
0/2"
PARTIALLY WEATHERED ROCK (SM)
gray, silty fine sand, with rock fragments, relatively
HC
1D
dry
342.0
50/0"
0/0"
Boring terminated at 13.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG G- 1
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 382.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 9.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
2
4
10
14
firm, tan orange, little fine sand, moist
HC
RESIDUUM: CLAYEY SAND (SCE
medium dense, tan orange, moist to relatively dry
SS-2
11
12
16
28
5-0
377.0
11
13
15
28
X 50/4"
0/4"
PARTIALLY WEATHERED ROCK (SM)
tan brown, silty fine to medium sand, relatively dry
Boring terminated at 9.5 ft due to auger refusal
NOTES.
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG G- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 381.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 3.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
HC
RESIDUUM: SILTY SAND (Sw
—
5
30
22
411<
52
loose, tan, fine to medium, rea
50/0"
0/0"
RESIDUUM: SILTY SAND (SW
very dense, tan, fine to medium, relatively dry
Boring terminated at 3 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG G- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 381.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 6.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
IL (4 inches)
UM: SANDY CLAY (CL)
SS-1
3
3
4
7
ange brown, with fine to medium sand,
HC
oist to relatively dry
UM: FAT CLAY (CH)
r:PARIIALLY
$
15
22
37
5
range brown, with fine to medium sand,
376.0
ly dry
50/4"
0/4"
LLY WEATHERED ROCK (CH)
y clay, with fine to medium sand, relatively
Boring terminated at 6.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG G- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 1/9/15
ELEVATION: 379.0 ft
NOTES: Boring location is approximate.
*Temporary PVC standpipe installed.
DRILL RIG: CME 450
BORING DEPTH: 6.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
**BTEX sampling performed.
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SM)
4
22
50/3"
0/3"
medium dense, tan, little rock fragments, fine to
J
medium, relatively dry
X 50/3"
50/3"
PARTIALLY WEATHERED ROCK (SM)
5
tan, silty fine to medium sand, relatively dry
374.0
50/1"
50/1"
Boring terminated at 6 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG OP. 1
S&ME Project No. 1305-14-130
DATE DRILLED: 1/5/15
ELEVATION: 358.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
5
5
9
14
stiff, orange brown, moist
HC
PARTIALLY WEATHERED ROCK (SM)
50/5"
0/5"
red purple, silty sand, relatively dry
5
353.0
50/3"
0/3"
50/4"
0/4"
10
348.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG OP- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 1/5/15
ELEVATION: 346.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
0
2
4
6
firm, tan orange, with fine sand, moist
PARTIALLY WEATHERED ROCK (SM)
HD
32
50/4"
red purple, silty sand, relatively dry
5o/a°
5
341.0
50/5"
50/5"
50/4"
50/4"
10
336.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG OP- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 1/5/15
ELEVATION: 340.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
2
4
11
15
stiff, tan orange, little fine sand, moist
HC
9
37
50/5"
0/5"
PARTIALLY WEATHERED ROCK (SM)
5
335.0
red purple, silty sand, with rock fragments,
X 50/4"
0/4"
relatively dry
50/3"
0/3"
10
330.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG OP- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 1/6/15
ELEVATION: 382.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
3
3
5
8
firm, brown, moist
RESIDUUM: SILTY SAND (SM)
dense, tan orange, little clay, fine to coarse,
16
23
24
47
5
relatively dry
377.0
35
50/6"
0/6"
PARTIALLY WEATHERED ROCK (SM)
tan orange, silty fine to coarse sand, relatively dry
HC
RESIDUUM: SILTY SAND (SM)
23
33
41
10—.
very dense, tan orange, fine to coarse, relatively
372.0
74
dry
PARTIALLY WEATHERED ROCK (SM)
tan orange, silty fine to coarse sand, relatively dry
42
50/5"
0/5"
15
367.0
30
24
50/6"
4
0/6"
20
362.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG OP- 5
S&ME Project No. 1305-14-130
DATE DRILLED: 12/15/14
ELEVATION: 395.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X
BORING DEPTH: 30.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 50
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: LEAN CLAY (CL)
3
10
12
22
very stiff, red tan gray, little fine sand, moist to
relatively dry
8
11
14
25
5
390.0
SS-3
4
7
9
16
3
6
10
16
10
385.0
5
7
9
16
15
380.0
5
8
11
19
20
375.0
HC
5
7
12
40
19
25
370.0
5
7
12
19
30
365.0
Boring terminated at 30 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P. 1
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 384.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: LEAN CLAY (CL)
6
6
16
22
very stiff, red, with rock fragments, moist
RESIDUUM: SILTY SAND (SM)
dense to medium dense, white red, with rock
17
16
24
40
5
fragments, fine to medium, relatively dry
379.0
9
13
19
32
8
11
13
24
10
FK
374.0
9
17
20
37
15
369.0
36
34
50/5"
0/5"
PARTIALLY WEATHERED ROCK (SM)
20
364.0
white red, silty fine to medium sand, with rock
fragments, relatively dry
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 390.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 25.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
3
4
5
9
stiff, red, with fine sand, relatively dry
RESIDUUM: SANDY SILT (ML)
stiff, red white, with clay, relatively dry
4
6
$
14
5
385.0
SS-3
4
4
5
9
RESIDUUM: SANDY ELASTIC SILT (MHO
stiff, red white, relatively dry
5
4
7
11
10
380.0
RESIDUUM: SANDY SILT (MLA
stiff, red white, with clay, relatively dry
3
4
5
9
15
375.0
HC
RESIDUUM: SILTY SAND (SW
dense to medium dense, gray tan, fine to
medium, relatively dry
10
25
24
49
20-370.0
8
12
16
28
25-365.0
Boring terminated at 25 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 387.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (5 inches)
RESIDUUM: SANDY SILT (ML)
7
6
6
12
stiff, tan brown, with rock fragments, and clay,
moist
7
7
10
17
RESIDUUM: SANDY SILT (ML)
5
very stiff, red tan, with clay, moist
382.0
6
7
10
17
RESIDUUM: SILTY SAND (SM)
medium dense, tan gray, fine, relatively dry
5
6
7
13
10
377.0
HC
7
11
14
25
15
372.0
RESIDUUM: SILTY SAND (SM)
very dense, tan gray, fine to medium, relatively dry
15
27
45
72
20
367.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 376.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (6 inches)
RESIDUUM: LEAN CLAY (CL)
SS-1
1
2
2
4
soft, brown red, with fine sand, moist
RESIDUUM: SANDY SILT (ML)
very stiff to stiff, brown red, with clay, relatively dry
4
$
9
17
5
371.0
HC
3
5
6
11
3
6
8
14
RESIDUUM: SILTY SAND (SM)
10
366.0
medium dense, gray, fine, relatively dry
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 5
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 361.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 50
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SW
4
8
17
25
medium dense, brown, with clay, fine, moist
RESIDUUM: SILTY SAND (SM)
dense, brown white, fine to medium, relatively dry d
7
30
50/4"
0/4"
5
HC
356.0
PARTIALLY WEATHERED ROCK (SM)
50/3"
brown white, silty fine to medium sand, relatively
o/3"
dry
50/51,
0/51,
10
Boring terminated at 10 ft
351.0
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 6
S&ME Project No. 1305-14-130
DATE DRILLED: 12/18/14
ELEVATION: 369.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 5.3 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 60
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SM)
10
18
30
48
dense, tan gray, fine, relatively dry
HC
%050/2"
50/2
PARTIALLY WEATHERED ROCK (SM)
gray, silty fine to medium sand, relatively dry
5
364.0
50/1"
0/1"
Boring terminated at 5.3 ft due to auger refusal
NOTES.
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 7
S&ME Project No. 1305-14-130
DATE DRILLED: 1/13/15
ELEVATION: 369.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 70
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (6 inches)
RESIDUUM: ELASTIC SILT (MH)
SS-1
3
3
4
7
firm, orange tan, wet
RESIDUUM: SANDY SILT (ML)
very stiff, white tan, moist
6
11
15
26
5
364.0
RESIDUUM: SILTY SAND (SM)
dense, white tan, fine, relatively dry
14
22
26
48
50/3"
50/3"
PARTIALLY WEATHERED ROCK (SM)
gray, silty fine sand, with rock fragments, relatively
10
dry
359.0
50/2"
50/2"
15
HC
354.0
50/1"
20
349.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- 8
S&ME Project No. 1305-14-130
DATE DRILLED: 1/7/15
ELEVATION: 363.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 15.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 80
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: LEAN CLAY (CL)
2
4
6
10
stiff, red, little fine sand, moist
RESIDUUM: SANDY SILT (ML)
very stiff, red brown, little clay, relatively dry
11
8
19
27
5
358.0
HC
50/6"
0/6"
PARTIALLY WEATHERED ROCK (SM)
red brown, silty fine to medium sand, little clay,
relatively dry
50/4"
0/4"
10
353.0
15
348.0
Boring terminated at 15 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P- J
S&ME Project No. 1305-14-130
DATE DRILLED: 1/7/15
ELEVATION: 340.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 90
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (ML)
1
2
5
7
firm, tan orange, moist
HC
13
22
50/5"
0/5"
PARTIALLY WEATHERED ROCK (SM)
5
335.0
tan red, silty fine to coarse sand, with rock
50/6"
fragments, relatively dry
4
0/6„
50/4"
0/4"
10-1330.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-10
S&ME Project No. 1305-14-130
DATE DRILLED: 1/15/15
ELEVATION: 353.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 100
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
2
3
4
7
firm, gray tan, moist
17
31
45
76
RESIDUUM: SANDY SILT (ML)
5
very hard, dark red, relatively dry
348.0
HC
20
50/4"
50/4"
PARTIALLY WEATHERED ROCK (SM)
purple, silty fine sand, relatively dry
50/4"
0/4"
10
343.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-11
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 366.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 4.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 110
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
HC
RESIDUUM: SANDY SILT (ML)
13
16
16
32
hard, orange gray, relatively dry
PARTIALLY WEATHERED ROCK (SM)
X 50/3"
50/3"
brown, silty fine to medium sand, relatively dry
Boring terminated at 4 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-12
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 371.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 7.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 120
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (ML)
6
20
13
33
hard, tan orange, with rock fragments, fine,
HD
relatively dry
50/5"
rR
0/51,
RESIDUUM: PARTIALLY WEATHERED
5
ROCK (SM)
366.0
light brown, silty fine to coarse sand, relatively dry
50/3"
0/3"
Boring terminated at 7 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-13
S&ME Project No. 1305-14-130
DATE DRILLED: 12/31/14
ELEVATION: 383.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 13.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 130
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (MLI
2
2
6
8
soft, tan orange, moist
RESIDUUM: CLAYEY SILT (ML)
firm, tan orange, with fine sand, moist
13
17
21
38
5
378.0
RESIDUUM: SILTY SAND (SM)
HC
50/4"
dense, tan yellow, fine, relatively dry
0/4"
PARTIALLY WEATHERED ROCK (SM)
tan yellow, silty fine to medium sand, relatively dry
25
36
50/2"
0/2„
10
373.0
50/0"
0/0"
Boring terminated at 13.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-14
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 384.0 ft
NOTES: Boring location is approximate.
*Bulk sample obtained from 5 to 10 feet.
DRILL RIG: CME 550X
BORING DEPTH: 25.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 140
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: LEAN CLAY (CL)
10
16
17
33
very hard, red orange purple, with fine sand,
relatively dry
9
14
24
38
5
379.0
9
15
28
43
18
22
30
52
10
374.0
PARTIALLY WEATHERED ROCK (SM)
tan brown, silty sand, with clay, relatively dry
50/2"
50/2"
15
369.0
HC
50/1"
50/1"
20
364.0
50/3"
50/3"
25
359.0
Boring terminated at 25 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-15
S&ME Project No. 1305-14-130
DATE DRILLED: 1/6/15
ELEVATION: 384.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 8.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 150
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILT (ML)
3
3
6
9
stiff, tan, with fine sand, moist
HD
RESIDUUM: SILTY SAND (SM)
dense to very dense, tan, fine to medium,
7
19
23
42
5
relatively dry
379.0
16
25
34
59
50/0"
50/0"
Boring terminated at 8.5 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-16
S&ME Project No. 1305-14-130
DATE DRILLED: 12/17/14
ELEVATION: 393.0 ft
NOTES: Boring location is approximate.
*Bulk sample obtained from 5 to 10 feet.
DRILL RIG: CME 550X
BORING DEPTH: 28.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 160
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
SS-1
6
9
17
26
very stiff, red tan, with fine sand, moist
RESIDUUM: LEAN SAND (CL)
hard to very hard, red tan, with fine sand,
8
21
25
46
5
relatively dry
388.0
17
34
42
76
X 50/4"
50/4"
PARTIALLY WEATHERED ROCK (SM)
tan brown, silty sand, relatively dry
10
383.0
34
36
50/2"
0/2"
15
378.0
HC
50/1"
50/1"
20
373.0
50/1"
0/11,
25
368.0
50/0"
0/0"
Boring terminated at 28 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-17
S&ME Project No. 1305-14-130
DATE DRILLED: 12/16/14
ELEVATION: 404.0 ft
NOTES: Boring location is approximate.
*Possible house foundation remnants
DRILL RIG: CME 550X
BORING DEPTH: 8.3 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 170
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY CLAY (CH)
6
10
18
28
very stiff to very hard, red brown, with rock
fragments, moist
HC
14
38
50
88
PARTIALLY WEATHERED ROCK
5
399.0
white gray, rock fragments, with fine to coarse
sand, relatively dry
5016"
0/6"
50"
0/
Boring terminated at 8.3 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-18
S&ME Project No. 1305-14-130
DATE DRILLED: 12/15/14
ELEVATION: 397.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 550X
BORING DEPTH: 30.0 ft
DRILLER: J. White
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 180
DRILLING METHOD: 3%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
SS-1
5
7
10
17
very stiff, red gray, little fine sand, relatively dry
RESIDUUM: LEAN CLAY (CL)
very stiff to stiff, red gray, little fine sand, relatively
4
7
12
19
5
dry
392.0
5
7
10
17
SS-4
4
5
8
13
10
387.0
4
6
6
12
15
382.0
RESIDUUM: LEAN CLAY (CL)
very stiff, red gray, little fine sand, relatively dry
6
7
10
17
20
377.0
HC
RESIDUUM: SILTY SAND (SM)
dense to very dense, brown gray, relatively dry
9
19
24
43
25
372.0
14
24
45
69
30
367.0
Boring terminated at 30 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-19
S&ME Project No. 1305-14-130
DATE DRILLED: 1/5/15
ELEVATION: 365.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 190
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (ML)
4
4
10
14
stiff, red brown, little clay, relatively dry
HC
RESIDUUM: SANDY SILT (ML)
very hard, red brown, relatively dry
13
33
37
70
5
360.0
29
32
30
62
1 50/5"
50/5"
RESIDUUM: PARTIALLY WEATHERED
ROCK (SM)
10
red brown, silty fine to medium sand, relatively dry
355.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG P-20
S&ME Project No. 1305-14-130
DATE DRILLED: 1/6/15
ELEVATION: 375.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 10.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 200
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY SILT (MLI
3
4
6
10
stiff, tan yellow, moist
HC
RESIDUUM: SILTY SAND (SM)
very dense, tan, fine to medium, relatively dry
10
30
39
69
5
370.0
29
50/4"
10/4"
PARTIALLY WEATHERED ROCK (SM)
brown gray, silty fine to coarse sand, with rock
fragments, relatively dry
50/2"
50/2"
10
'365.0
Boring terminated at 10 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 1
S&ME Project No. 1305-14-130
DATE DRILLED: 1/13/15
ELEVATION: 351.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 3.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 10
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (6 inches)
RESIDUUM: SANDY SILT (MLI
HC
SS-1
1
1
3
4
soft, tan, wet, with large rock fragment
50/0"
50/0"
PARTIALLY WEATHERED ROCK
NO RECOVERY
Boring terminated at 3 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 2
S&ME Project No. 1305-14-130
DATE DRILLED: 12/19/14
ELEVATION: 337.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 6.5 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 20
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- 0
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SILTY SAND (SM)
5
10
16
26
medium dense, red brown, little clay, fine to
HC
medium, relatively dry
50/5"
0/5"
PARTIALLY WEATHERED ROCK (SM)
5
white red, silty medium to fine sand, relatively dry
332.0
50/4"
0/4"
50/1"
50/1"
Boring terminated at 6.5 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 3
S&ME Project No. 1305-14-130
DATE DRILLED: 1/13/15
ELEVATION: 343.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 3.3 ft
DRILLER: Subtec Explorations
WATER LEVEL: 2.6' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 30
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
w
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (8 inches)
15
50/2"
0/2"
7
RESIDUUM: SANDY SILT (MLA
very stiff, orange tan, wet
50/0"
4050/01,
PARTIALLY WEATHERED ROCK
NO RECOVERY
Boring terminated at 3.3 ft due to auger refusal
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 4
S&ME Project No. 1305-14-130
DATE DRILLED: 1/15/15
ELEVATION: 339.0 ft
NOTES: Boring location is approximate.
DRILL RIG: Diedrich D-50
BORING DEPTH: 19.4 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Browning
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 40
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a
a- o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o—
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: SANDY FAT CLAY (CH)
SS-1
2
3
5
8
firm, orange tan, moist
RESIDUUM: SANDY CLAY (CL)
very hard, tan, lean, moist
12
22
38
60
5
334.0
40
50/2"
50/2"
PARTIALLY WEATHERED ROCK (SM)
purple tan brown, silty fine sand, relatively dry
50/3"
50/3"
10
329.0
RESIDUUM: SANDY SILT (ML)
hard, dark purple, relatively dry
10
15
20
35
15
HC
324.0
12
50/4"
0/4"
PARTIALLY WEATHERED ROCK (SM)
purple brown, silty fine sand, relatively dry
Boring terminated at 19.4 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 5
S&ME Project No. 1305-14-130
DATE DRILLED: 1/7/15
ELEVATION: 333.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 50
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
SS-1
4
3
5
8
firm, tan orange, with fine sand, moist
RESIDUUM: SILTY CLAY (CL)
very stiff, orange brown, with fine to medium
8
8
12
20
5
sand, little rock fragments, relatively dry
328.0
10
12
15
27
HC
17
28
50/5"
0/5"
PARTIALLY WEATHERED ROCK (CL)
10
323.0
dark brown purple, silty clay, with fine to medium
sand, relatively dry
18
50/6"
0/6"
15
318.0
50/3"
0/3"
20
313.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 6
S&ME Project No. 1305-14-130
DATE DRILLED: 1/8/15
ELEVATION: 334.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 60
DRILLING METHOD: 2%" H.S.A.
U
>
w
Z }
BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
UU)
co
N M
10 20 30 6080
z
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
5
10
14
24
very stiff, tan orange brown, with fine to medium
sand, moist
5
6
10
16
5
329.0
RESIDUUM: LEAN CLAY (CL)
very stiff to hard, dark brown purple, little fine
9
14
15
29
sand, relatively dry
10
19
22
41
10
324.0
HC
17
42
50/2"
50/2"
PARTIALLY WEATHERED ROCK (SM)
15
319.0
dark brown purple, silty fine to medium sand,
relatively dry
50/2"
0/2"
20
314.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 7
S&ME Project No. 1305-14-130
DATE DRILLED: 1/8/15
ELEVATION: 336.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 70
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: FAT CLAY (CH)
SS-1
4
6
8
14
stiff to very stiff, tan brown, with fine to medium
sand, moist
8
10
12
22
5
331.0
RESIDUUM: LEAN CLAY (CL)
stiff to hard, dark brown purple, little fine sand,
5
8
15
relatively dry
13
16
28
44
10
326.0
HC
20
50/6"
0/6"
15
PARTIALLY WEATHERED ROCK (SM)
321.0
dark brown black, silty sand, little clay, relatively
dry
36
50/3"
0/3"
20
316.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

PROJECT: Walmart - Roxboro Rd Store # 4541-00
Durham, North Carolina
BORING LOG S- 8
S&ME Project No. 1305-14-130
DATE DRILLED: 1/5/15
ELEVATION: 350.0 ft
NOTES: Boring location is approximate.
DRILL RIG: CME 450
BORING DEPTH: 20.0 ft
DRILLER: Subtec Explorations
WATER LEVEL: Dry After 24 Hours
HAMMER TYPE: Automatic
LOGGED BY: A. Michonski
SAMPLING METHOD: Split spoon
NORTHING: 10
EASINTG: 80
DRILLING METHOD: 2%" H.S.A.
w
BLOW COUNT
U
>
Z }
/CORE DATA
STANDARD PENETRATION TEST DATA
w
= c�
W
w ~
z o
(blows/ft)
a 2
a o
MATERIAL DESCRIPTION
a
�
UJ 0
Q
o --
w
w—
2 M
/REMARKS
>
Q
w
Q 2
co
z
UU)
N M
10 20 30 6080
TOPSOIL (4 inches)
RESIDUUM: CLAYEY SAND (SCE
SS-1
2
3
5
8
loose, red, moist
RESIDUUM: LEAN CLAY (CL)
hard, red, little fine sand, relatively dry
9
20
28
48
5
345.0
HC
20
24
22
46
48
50/4"
PARTIALLY WEATHERED ROCK (CL)
red, silty clay, with sand, relatively dry
5o/a°
10
340.0
50/4"
4
50/4"
15
335.0
50/3"
4
50/3"
20
330.0
Boring terminated at 20 ft
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
Z BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL ACCORDANCE
WITH AS�TM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
:j t
Page 1 of 1

-.= = S&M E
Walmart Store #4541-00
Durham, North Carolina
S&ME Project Number 1305.14-130
TABLE 3
Summary of Laboratory Test Results
Standard Proctor, CBR, Organic, pH, and Resistivity
STANDARD
PROCTOR TEST
RESULTS
CALIFORNIA
BEARING RATIO
(CBR) TEST RESULTS (corrected)
CBR Value
BORING
SAMPLE
USCS
ORGANIC
RESISITIVITY*
NUMBER
DEPTH (ft.)
CLASSIFICATION Maximum
Optimum
Natural Compaction
Percent
Percent Swell
CONTENT (%)
(ohm -cm)
PH
Dry Density
Moisture
Moisture Moisture (%)
Compaction (%)
(%)
(pcf)
CH 99.6
Content I%
21.1%
Content (%)
19.8% 21.5%
95.5%
0.1"
0.2"
2.2%
B-3
1-5
3.9
3.9
1.2%
7,000
5.36
P-14
1-5
CL
108.6
17.0%
12.9%
17.5%
95.1%
5.2
5.7
1.1%
0.9%
2,667
5.15
P-16
1-5
CL
111.4
16.0%
12.7%
16.4%
95.4%
5.1
5.2
0.8%
1.1 %
3,025
5.33
Topsoil
-
-
-
-
-
-
-
-
6.1%
---
4.8
*Saturation Conditon
Indicates test not performed

I
Walmarl Store #4541-00
Durham, North Carolina
S&ME Project Number 1305-14-130
TABLE 4
Summary of Laboratory Test Results
Natural Moisture Content, Atterbern Limits, USCS Classification
BORING
NUMBER
SAMPLE
DEPTH(ft.)
NATURAL
MOISTURE
CONTENT
%
ATTERBERG LIMITS
USCS
CLASSIFICATION
BORING
NUMBER
SAMPLE
DEPTH(R)
NATURAL
MOISTURE
CONTENT
%
ATTERBERG LIMITS
USCS
CLASSIFICATION
Liquid Limes
LL
Plastic Index (PI)
Liquid Limes
LL
Plastic Index (PI)
B-1
8.5 - 10
28.7 %
-
-
CL
P4
1 - 2.5
23.4%
47
24
CL
B-3
1-5
19.8%
55
28
CH
P-7
1-2.5
16.4%
-
-
MH
B4
1-2.5
19.6%
60
31
CH
P-14
5-10
12.9%
34
13
CL
B4
13.5-15
16.3%
-
-
CL
P-16
5-10
12.7%
35
14
CL
B-5
3.5-5
6.7%
-
-
CH
P-16
1-2.5
19.6%
51
25
CH
B-5
8.5-10
23.7%
52
15
MH
P-18
1-2.5
29.0%
-
-
CH
B-7
1-2.5
15.8%
30
8
CL
P-18
8.5-10
26.2%
-
-
CL
B-8
1-2.5
29.5%
85
51
CH
S-1
1-2.5
23.2%
29
6
MIL
DP-1
1-2.5
13.6%
-
-
SM
S4
1-2.5
21.0%
51
28
CH
DP-3
3.5-5
18.2%
-
-
SM
S5
1-2.5
19.8%
50
29
CH
G-1
3.5-5
17.6%
31
8
SC
S-7
1-2.5
16.6%
52
32
CH
G3
1-2.5
22.8%
38
14
CL
S3
1-2.5
17.4%
36
18
Sc
OP-5
6-7.5
15.6%
-
-
CL
TOPSOIL
-
-
-
-
TOPSOIL
P-2
6 - 7.5
26.8 %
58
23
MH
- Indicates test not performed
' Bulk Sample

Form No: TR-D2216-T265-2
Revision No. 0 $S&ME
Revision Date: 02122108 Laboratory Determination of Water Content
ASTMD 2216 R1 AASHTO T 265 ❑ Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project #: 1305-14-130 Report Date: 1/20/15
Project Name: Walmart Durham - Roxboro Test Date(s): 1/19 - 1/20/15
Client Name:
Client Address:
Sample by: S&ME, Inc. Sample Date(s): 12/2014
Sampling Method: Site Borehole Drill Rig: N/A
Method: A (1%) ❑ B (o.1%) ❑� Balance ID. 1024 Calibration Date: 1114114
Boring No.
Sample
No.
Sample
Depth
Tare #
Tare Weight
Tare Wt.+
Wet Wt
Tare Wt. +
Dry Wt
Water
Weight
Percent
Moisture
ft.
grams
grams
grams
grams
%
B-3
Bag
1-5
91
1 49.50
202.03
176.80
25.23
19.8%
P-14
Bag
5 - 10
62
49.55
203.26
185.71
17.55
12.9%
P-16
Bag
5 - 10
20
48.92
283.20
256.75
26.45
12.7%
B-1
SS-4
8.5 - 10
137
111.69
215.52
192.36
23.16
28.7%
B-4
SS-1
1 - 2.5
141
113.32
208.21
192.64
15.57
19.6%
B-4
SS-5
13.5 - 15
143
116.46
198.74
187.22
11.52
16.3%
B-5
SS-2
3.5 - 5
138
113.30
206.31
200.48
5.83
6.7%
B-5
SS-4
8.5 - 10
136
113.00
185.59
171.68
13.91
23.7%
B-7
SS-1
1 - 2.5
139
106.85
215.06
200.32
14.74
15.8%
B-8
SS-1
1 - 2.5
126
147.52
202.41
189.89
12.52
29.5%
DP-1
SS-1
1 - 2.5
117
118.29
192.05
183.24
8.81
13.6%
DP-3
SS-2
3.5-5
131
117.98
184.54
174.31
10.23
18.2%
G-1
SS-2
3.5 - 5
133
133.30
218.73
205.95
12.78
17.6%
G-3
SS-1
1 - 2.5
127
107.59
164.68
154.08
10.60
22.8%
OP-5
SS-3
6 - 7.5
107
122.97
175.81
168.68
7.13
15.6%
P-2
SS-3
6 - 7.5
1
49.40
101.75
90.69
11.06
26.8%
Notes /Deviations /References
AASHTO T 265: Laboratory Determination of Moisture Content of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
Mal Krajan, ET N/A
Technician Name Signature Certification Type /No. Date
Mal Kraj an, ET Laboratory Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road _Moisture Table I.xls
Raleigh, NC. 27616 Page 1 of I

Form No: TR-D2216-T265-2
Revision No. 0
Revision Date: 02122108
Laboratory Determination of Water Content
ASTM D 2216 ❑ AASHTO T 265 ❑
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project #: 1305-14-130
Report Date: 1/20/15
Project Name: Walmart Durham - Roxboro Test Date(s): 1/19 - 1/20/15
Client Name:
Client Address:
Sample by: S&ME, Inc. Sample Date(s): 12/2014
Sampling Method: Site Borehole Drill Rig: N/A
Method: A (1%) ❑ B (o.1%) 0 Balance ID. 1024 Calibration Date: 1114114
Boring No.
Sample
No.
Sample
Depth
Tare #
Tare Weight
Tare Wt.+
Wet Wt
Tare Wt. +
Dry Wt
Water
Weight
Percent
Moisture
ft.
grams
grams
grams
grams
%
P-4
SS-1
1 - 2.5
60
48.90
120.71
107.11
13.60
23.4%
P-7
SS-1
1 - 2.5
53
49.38
133.10
121.30
11.80
16.4%
P-16
SS-1
1 - 2.5
122
84.46
147.33
137.02
10.31
19.6%
P-18
SS-1
1 - 2.5
119
116.06
191.29
174.36
16.93
29.0%
P-18
SS-4
8.5 - 10
129
113.22
203.28
184.61
18.67
26.2%
S-1
SS-1
1 - 2.5
72
49.22
109.02
97.75
11.27
23.2%
S-4
SS-1
1 - 2.5
26
48.82
123.20
110.27
12.93
21.0%
S-5
SS-1
1 - 2.5
92
49.62
121.81
109.87
11.94
19.8%
S-7
SS-1
1 - 2.5
49
49.49
122.80
112.39
10.41
16.6%
S-8
SS-1
1 - 2.5
7
48.82
136.95
123.91
13.04
17.4%
Notes /Deviations /References
AASHTO T 265: Laboratory Determination of Moisture Content of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass EM
Mal Kraj an, ET N/A
Technician Name Signature Certification Type /No. Date
Mal Krajan, ET Laboratory Manager
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval ofS&ME, Inc.
S&ME, Inc. - Corporate
3201 Spring Forest Road
Raleigh, NC. 27616
Moisture Table H..xls
Page I of I

Form No. TR-D698-2
Revision No.: 0
Revision Date: 11121107
Moisture - Density Report *S&ME
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
S&ME Project #: 1305-14-130 Report Date: 1/21/15
Project Name: Walmart Durham - Roxboro Road Test Date(s): 1/19-1/21/15
Client Name:
Client Address:
Boring #: B-3 Sample #: Bag Sample Date: 12/ 014
Location: Borehole Offset: N/A Depth: 1 - 5 ft
Sample Description: Brown CLAY with Sand
Maximum Dry Density 99.6 PCF. Optimum Moisture Content 21.1%
ASTM D 698 - - Method A
,
i•
'•
Iffiltma,
0MMMM1ME_fflMMMMMMMMMMMMM
MMM
% Passing
#4 100.0%
#10 ND
#40 ND
#60 ND
#200 ND
Oversize,
Bulk Gravity
% Moisture
% Oversize
,,
I I
20.0
[moisture
Conte'.MDD
25.0
Moisture -Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTM D 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve ❑ 3/4 inch Sieve ❑
Mechanical Rammer ❑ Manual Rammer ❑x Moist Preparation ❑
References / Comments /Deviations: ND=Not Determined.
ASTM D 422: Particle Size Analysis of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
❑x
Mal Krajan, ET Laboratory Manager 1/23/2015
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate
3201 Spring Forest Road
Raleigh, NC. 27616
B-3 Bag (I - 5 ft) Proctor.xls
Page 1 of I

Form No. TR-D1883-T193-3 *S&ME
Revision No. 0 CBR (California Bearing Ratio) of Laboratory
Revision Date: 216108 Compacted Soil
ASTM D 1883 Quality Assurance
S&ME, Inc.Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project #: 1305-14-130 Report Date: 1/26/15
Project Name: Walmart Durham - Roxboro Test Date(s) 1/20 - 1/26/15
Client Name:
Client Address:
Boring #: B-3 Sample #: Bag Sample Date: 12/2014
Location: Site -Borehole Offset: N/A Depth (ft): 1 - 5 ft.
Sample Description: Brown CLAY with Sand
ASTMD 698 Method A Maximum Dry Density: 99.6 PCF Optimum Moisture Content: 21.1 %
Compaction Test performed on grading complying with CBR spec.
% Retained on the 3/4" sieve: 0
Uncorrected :' Values
Corrected:' Values
B' at I '
CBR at I '
CBR at I '
CBR at I '
Soaking
After
SoakingBefore
,.(Blows
Initial Dry Density (PCF)
Average Final Moisture Content
.,
CompactedMoisture Content of the
,.
Percent Compaction
Soak Time: 96-hr Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 1019
Liquid Limit 55 Plastic Index 28
Notes/Deviations/References:
Test specimen was compacted to 95% at optimum moisture.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory eager 1/26/2015
Position Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road B-3 Bag (I - 5 ft) CBR.xIs
Raleigh, NC. 27616 Page 1 of I

Form No. TR-D698-2
Revision No.: 0
Revision Date: 11121107Moisture -Density Report *S&ME
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
S&ME Project #: 1305-14-130 Report Date: 1/21/15
Project Name: Walmart Durham - Roxboro Road Test Date(s): 1/19-1/21/15
Client Name:
Client Address:
Boring #: P-14 Sample #: Bag Sample Date: 12/1/2014
Location: Borehole Offset: N/A Depth: 5 - 10 ft
Sample Description: Brown Sandy CLAY
Maximum Dry Density 108.6 PCF. Optimum Moisture Content 17.0%
ASTM D 698 - - Method A
M I
e
% Passing
31411 11 1'
11 1'
11 1'
#10 ND
#60 ND
20 ND
Oversize Fraction
Bulk Gravity
-, Moisture
Oversize
MDD
opt.
!!!!!!!!!!!!!!!!!!!!!!!!!
I II II
Moisture -Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTM D 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑x 3/8 inch Sieve ❑ 3/4 inch Sieve ❑
Mechanical Rammer ❑ Manual Rammer ❑x Moist Preparation ❑ Dry Preparation ❑x
References / Comments /Deviations: ND=Not Determined.
ASTM D 422: Particle Size Analysis of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 1/23/2015
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. - Corporate 3201 Spring Forest Road P-14 Bag (S - 1Oft) Proctor.xls
Raleigh, NC. 27616 Page 1 of I

Form No. TR-D1883-T193-3 *S&ME
Revision No. 0 CBR (California Bearing Ratio) of Laboratory
Revision Date: 216108 Compacted Soil
ASTM D 1883 Quality Assurance
S&ME, Inc.Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project #: 1305-14-130 Report Date: 1/26/15
Project Name: Walmart Durham - Roxboro Test Date(s) 1/20 - 1/26/15
Client Name:
Client Address:
Boring #: P-14 Sample #: Bag Sample Date: 12/2014
Location: Site -Borehole Offset: N/A Depth (ft): 5 - 10 ft.
Sample Description: Brown Sandy CLAY
ASTMD 698 MethodA Maximum Dry Density: 108.6 PCF Optimum Moisture Content: 17.0%
Compaction Test performed on grading complying with CBR spec.
% Retained on the 3/4" sieve: 0
Uncorrected CBR Values
CorrectedCBR Values
B' at I
B' at I
B' at I
:' at I
Ormor
II
H
Before Soaking
Soaking��E
After
p.(Blows..
Initial Dry Density (PCF)
Average Final Moisture Content
Moisture Content of the Compacted Specimen
Moisture Content (top I" after soaking)
Percent Compaction
Soak Time: 96-hr Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 1019
Liquid Limit 34 Plastic Index 13
Notes/Deviations/References:
Test specimen was compacted to 95% at optimum moisture.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory eager 1/26/2015
Position Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road P-14 Bag (5 - 10 ft) CBR.xIs
Raleigh, NC. 27616 Page 1 of I

Form No. TR-D698-2
Revision No.: 0
Revision Date: 11121107Moisture -Density Report *S&ME
Quality Assurance
S&ME, Inc. Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
S&ME Project #: 1305-14-130 Report Date: 1/21/15
Project Name: Walmart Durham - Roxboro Road Test Date(s): 1/19-1/21/15
Client Name:
Client Address:
Boring #: P-16 Sample #: Bag Sample Date: 1/15/2015
Location: Site Borehole Offset: N/A Depth: 5 - 10 ft
Sample Description: Tan -Brown Sandy CLAY with Gravel
Maximum Dry Density 111.4 PCF. Optimum Moisture Content 16.0%
ASTMD 698 - - Method B
e
Curve
MMMMMMMMMM
% Passing
31411 00.0%
99%
#10 ND
#40 ND
#60 ND
20 ND
Oversize Fraction
Bulk Gravity
-, Moisture
Oversize
MDD
,,
!!!!!!!!!!!!!!!!!!!!!!!!!
I II II
Moisture -Density Curve Displayed: Fine Fraction ❑x Corrected for Oversize Fraction (ASTMD 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑ 3/8 inch Sieve ❑x 3/4 inch Sieve ❑
Mechanical Rammer ❑ Manual Rammer ❑x Moist Preparation ❑ Dry Preparation ❑x
References /Comments /Deviations: ND=Not Determined.
ASTMD 422: Particle Size Analysis of Soils
ASTMD 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTMD 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
Mal Krajan, ET Laboratory Manager 1/23/2015
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME,Inc. -Corporate 3201 Spring Forest Road P-16 Bag (S - ]Oft) Proctor.xls
Raleigh, NC. 27616 Page 1 of I

Form No. TR-D1883-T193-3 *S&ME
Revision No. 0 CBR (California Bearing Ratio) of Laboratory
Revision Date: 216108 Compacted Soil
ASTM D 1883 Quality Assurance
S&ME, Inc.Raleigh, 3201 Spring Forest Road, Raleigh, North Carolina 27616
Project #: 1305-14-130 Report Date: 1/26/15
Project Name: Walmart Durham - Roxboro Test Date(s) 1/20 - 1/26/15
Client Name:
Client Address:
Boring #: P-16 Sample #: Bag Sample Date: 1115115
Location: Site -Borehole Offset: N/A Depth (ft): 5 - 10 ft.
Sample Description: Tan -Brown Sandy CLAY with Gravel
ASTMD 698 Method B Maximum Dry Density: 111.4 PCF Optimum Moisture Content: 16.0%
Compaction Test performed on grading complying with CBR spec.
% Retained on the 3/4" sieve: 0
Uncorrected :' Values
Corrected:' Values
B' at I
B' at I
B' at I
:' at I
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ww►�wwwwwwwwwwwwwwwwwwwwww
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wwwww
�����
�����
w:�www■
■wwww■
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� � ��wwwwawr�wwwawwwwwwwwwwwwwww
LM
Before Soaking
After Soaking
p.(Blows
Initial Dry Density (PCF)
Moisture Content of the Compacted Specimen
�VIEA�
Moisture Content (top I" after soaking)
Percent Compaction
Percent Swell
Soak Time: 96-hr Surcharge Weight 20.0 Surcharge Wt. per sq. Ft. 1019
Liquid Limit 35 Plastic Index 14
Notes/Deviations/References:
Test specimen was compacted to 95% at optimum moisture.
Mal Krajan, ET
Technical Responsibility
Signature
Laboratory eager 1/26/2015
Position Date
This report shall not be reproduced, except in full without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road P-16 Bag (5 - ]Oft) CBR.xIs
Raleigh, NC. 27616 Page 1 of I

Geo So/� s Ltd.
June 27, 2019
Mr. Allan Paul, P.E.
Falcon Engineering
Re: Seismic Investigation MASW Shear Wave Analysis, 4804 N. Roxboro Street
Durham, NC
Dear Mr. Paul:
Geo Solutions Limited, Inc. (Geo Solutions) is pleased to submit this geophysical report
for a Seismic MASW Shear Wave Analysis located at 4804 N. Roxboro Street Durham,
North Carolina (Figure 1).
Figure 1. Location of MASW profile lines (1, 2, 3, and 4). The site is located at 4804 Roxboro Street
Durham, North Carolina.

Background
Falcon Engineering is completing a geotechnical evaluation of the site located on
Roxboro Street in Durham, NC where plans to construct a new school are underway.
Based on the USGS geologic map, the site geology is composed primarily of sedimentary
rocks of the Triassic Basin which are bounded by a contact with meta -volcanic rocks to
the West. Diabase dikes are common within the Triassic Basin and a major dike has been
mapped by the USGS East of the site. Falcon has completed numerous borings
throughout the area. The site is currently covered with mature trees. Trails have been cut
to allow the drill rig to access this area. Falcon Engineering contracted Geo Solutions to
complete a geophysical seismic evaluation within the planned footprint of the school
building.
Multi -channel Analysis of Surface Waves (MASW)
The purpose of the seismic MASW shear wave analysis is to provide an estimate of the
shear wave velocity (an indicator of soil stiffness) with depth. Geo Solutions completed
four (4) MASW seismic profiles at the site using a 24-channel Geometrics Seismograph
setup for MASW data collection and analysis. Shown on Figure 1. are the locations of
each MASW seismic profile. The following is a discussion of our field approach and
results.
MASW is a geophysical method that uses the dispersive characteristics of seismic surface
waves to evaluate the variation of shear -wave (S-wave) velocity with depth. Data are
acquired by analyzing seismic surface waves generated by an impulsive source and
received by an array of geophones. A dispersion curve is calculated from the data that
shows the velocity of the surface waves as a function of frequency. A shear -wave
velocity profile (1-D profile of velocity as a function of depth) is then modeled from the
dispersion curve. The resulting shear -wave profiles from multiple locations along a
survey line are combined and contoured into a 2-D cross-section of shear -wave velocity.

Shear -wave velocity is a function of the elastic properties of the soil and rock and is
directly related to the hardness (N-values) and stiffiiess of the materials.
Instrumentation and Field Procedures for MASW Measurements
The MASW data were recorded using a Geometries Geode Model Seismograph and a
string of twenty-four, 4'/2-Hz geophones mounted in a land streamer. The land streamer
is a tethered line composed of 24-geophones mounted on heavy skids. A 16-lb sledge
hammer striking a 3/4 inch thick metal plate placed on the ground was used as the source
of seismic energy.
Data Acquisition
Acquisition parameters were based on extensive experience with MASW data and
established procedures discussed by Xia, et al. (2006). The seismic source (weight drop)
was located 24 feet from the closest geophone in the spread. Each geophone spread
consisted of 24 geophones spaced at 4-foot increments along the survey lines for a total
spread length of 92 feet. Shots were recorded at 20-foot intervals along the survey lines.
For each recorded shot point, the seismic data were stacked (enhanced) three times to
improve the signal to noise ratio. The data were digitally recorded on the seismograph at
a 0.25 msec sample rate with a total record length of 1.0 second. There were no filters
applied during the recording of the data. A typical data collection sequence consisted of:
first establishing the land streamer so that all geophones and skids where in good ground
contact; next the hammer plate was centered over a spot 24-ft from the closest geophone;
then the plate was struck with the hammer 3 times so as to collect 3 stacked seismic
records; once the data was determined to be complete the geophones were advanced 20-ft
to the next station.
Data Processing
MASW data were processed using Geogiga Surface Plus v. 8.3 software. Dispersion curves
for each shot were manually picked by analyzing the phase -velocity power spectra of
Rayleigh Waves. The dispersion curves were then used in the inversion algorithm to produce
1-D models of shear -wave velocity for each shot point. The models along the survey lines

were contoured using Surfer v. 15 (Golden Software) to produce 2-D cross -sections of shear -
wave velocity. Figures 2-6 are cross -sections along each seismic transect. The cross -
sections are referenced to depth below ground surface (bgs). The depth to rock at this site
was relatively shallow (less than 5 feet in some cases based on borings). Shallow rock tends
to lower the MASW data quality. In several locations the data was not usable such as Line 1
stations 0-246. Here it is suspected that the rock was within 5 feet of the surface. Based on
our past experience and the evaluation of this data set, where the rock is greater than 8 feet
from the land surface the MASW model matches closely with observations made during
drilling. However, anomalous patterns are present in localized areas along the seismic
transects and may not be representative due to shallow rock near the land surface.
Interpretation
Table 1 shows a general classification of soil and rock based on shear wave velocities
(ASCE, 2010; BSSC, 2003). Lower velocity values correspond with softer or weaker
materials. Seismic site classification based on shear -wave velocity values are designated as
A (hard rock) through E (soft soil). The shear -wave velocity used to determine the seismic
classification is a weighted average of the velocities modeled from the MASW data in the
upper 100 feet. This weighted average shear -wave velocity value is known as Vs(100ft) or
Vs(30m).

Table 1. Soil and Rock Shear Wave Velocity Classification (BSSC, 2003)
Site
Velocity
Classification
Class
(ft/s)
A
> 5,000
Hard Rock
B
2,500 to
Rock / Cemented Sediments
5,000
C
1,200 to
Very Dense Soil and Soft Rock
2,500
D
600 to
Stiff Soil
1,200
E
<600
Soft Soil
Seismic MASW Results
Geo Solutions has concluded the following based on the MASW evaluation:
• The average estimated S-Wave velocity for the first 100 feet of material located along
Line 1 is 2,472 feet per second.
• The estimated S-Wave velocity for the first 100 feet of material located along Line 2 is
2,916 feet per second.
• The estimated S-Wave velocity for the first 100 feet of material located along Line 3 is
2,942 feet per second.
• The estimated S-Wave velocity for the first 100 feet of material located along Line 4 is
2,596 feet per second.
• The V30 calculations are presented in Appendix 1 as a digital MS Excel File.

Please don't hesitate to call if you have any questions concerning this report. We appreciate
the opportunity to have worked with you on this project.
Very truly yours,
GEO SOLUTIONS LIMITED, INC.
9000"-"Al'-
John DeLoatch, PG
Project Manager

References
ASCE, 2010, Minimum design loads for buildings and other structures, ASCE Standard
ASCE/SEI 7-10, Chapter 20, Site classification procedure for seismic design, American
Society of Civil Engineers, Reston, Virginia, p. 203-205.
Building Seismic Safety Council (BSSC), 2003, NEHRP recommended provisions for
seismic regulations for new buildings and other structures (FEMA 450), Section 3.5, Site
classification for seismic design, p. 47-50.
Xia, J., Xu, Y., Chen, C., Kaufmann, R.D., and Luo, Y., 2006, Simple equations guide high -
frequency surface -wave investigation techniques, Soil Dynamics and Earthquake
Engineering. 26(5), 395-403.

Figure 2.
6
11
Line 1 - Seismic MASW Mode
250 300 350 400 450 500 550 600
Station (Distance [ft] from First Geophone)
Very Dense Soil
Soft I Stiff I and Soft Rock I Hard Rock
O N 4�, M M N N N N N W W
O O O O O N 4�, M M O N -9, M M O N
O O O O O O O O O O O O O O O O
O O O O O O O O O O O O
Shear -wave Velocity (ft/s)

Figure 3.
rel
P
Q
40
Line 2 - Seismic MASW Model
50 100 150 200 250 300 350 400 450 500
Station (Distance [ft] from First Geophone)
Very Dense Soil
Soft I Stiff I and Soft Rock I Hard Rock
O N 4�h M W Ff F- F- F- F- N N N N N W W
O O O O O N 4�, M W O N A M W O N
O O O O O O O O O O O O O O O O
O O O O O O O O O O O O
Shear -wave Velocity (ft/s)

Figure 4.
rel
P
.e
Line 3 - Seismic MASW Mode
60 80 100 120 140 160 180 200 220
Station (Distance [ft] from First Geophone)
Very Dense Soil
Soft I Stiff I and Soft Rock I Hard Rock
O N A M M I-- I-- F- I-- I-- N N N N N W W
O O O O O N 4�, M M O N -P, M M O N
O O O O O O O O O O O O O O O O
O O O O O O O O O O O O
Shear -wave Velocity (ft/s)
240 260 280 300

Figure 5.
Line 4 - Seismic MASW Model
0
10 � O
20
O
a
30
a,
0
40
50
60
70 80 90 100 110 120 130 140
Station (Distance [ft] from First Geophone)
Very Dense Soil
Soft Stiff and Soft Rock Hard Rock
O N A M 00 1­ F, F_ I- N N N N N W W
O O O O O N � m 00 O N 4�:, rn 00 O N
O O O O O O O O O O O O O O O O
O O O O O O O O O O O O
Shear -wave Velocity (ft/s)

Z Zn
Engineers and Soil Scientists
Agri -Waste Technology, Inc.
501 North Salem Street, Suite 203
Apex, NC 27502
919-859-0669
www.agriwaste.com
Seasonal High -Water Table (SHWT) Assessments
Falcon Engineering Project: G19032.00
4804 N. Roxboro Street
Durham, NC (Durham County)
PREPARED FOR: Allan Paul, PE
Falcon Engineering
PREPARED BY: Chris McGee & Trent Bostic
Soil Scientists
DATE: July 9, 2019
Seasonal High -Water Table (SHWT) assessments were conducted for proposed
stormwater devices at the subject property on June 19, 2019. Chris McGee and Trent
Bostic of Agri -Waste Technology, Inc. (AWT) conducted the evaluation. A property
reference site plan, as provided by Allan Paul w/Falcon Engineering, is in Attachment 1
to this report. Reference surface elevations at each assessment location were provided by
others and not field verified by AWT. Copies of the boring log notes are included in
Attachment 2.
The site is located within the Triassic Basin region of central North Carolina. Soils on
this site are native and generally undisturbed. Soil borings were advanced until a
restrictive horizon (auger refusal) was encountered. The location of the SHWT boring
was flagged in the field.
Indications of a perched seasonal high-water table were observed at depths ranging
from 2 inches to 34 inches below the existing ground surface (B.G.S.) and were present
throughout the soil profile once first encountered. See summary table below. Perched
water tables are common in Triassic soils due to the impermeable clay horizons and
parent material below the ground surface

Boring
Surface
Elevation (ft.)
SHWT Indicators
(inches B.G.S.)
Elevation of SHWT
Indicators (ft.)
Total Boring
Depth (ft.)
B-19
336.0
2
335.83
329.42
B-25
333.9
25
331.82
326.82
B-28
339.5
34
336.67
336.25
No apparent (visible) water table was observed in any of the borings during AWT's
evaluation. Triassic soils typically perch water during winter periods when
evapotranspiration is limited, soil moisture remains high, and temperatures are low.
We appreciate the opportunity to assist you in this matter. Please contact us with any
questions, concerns, or comments.
Sincerely,
C'�.-
'� IV4—
Christopher E. McGee

ATTACHMENT 1: Reference Site Plan

'fe ie...
S-01
P-OS
^"'•fir Q
P-04
5-02
O
j'C •.
P-01 P-02 �3
03 DP-01 D �2
�B
�B-02
P-06 DP-03
r �•:
OP-05 &
P-18
�
B-01
OP-04
S
B-OS
8-006 P-07 S-03S
P-20
B-04
^ f
+P-15
♦�
P-117
P-16
B-07
& B-08
�9 DP-04
P-14
&
P-08 S-04
G-01 P-13
13-01A
.,M1.
G-02 & G-03
G-04�
S-05
P-10
B2�
P�-11
�P-lz
P09
pR.
ARGONrIE
OP-03
P-19�
OP-02
06
OP-01
SPT BORING BY S&ME
(TYP)
B-28
�5-08
07
d
0
O
y
M.
f B-31
PT BORING BY
FALCON (TYP)
B-29
sF`F
�O
�A
B 16
B-17
B-18
B-20
B 21 B-22
B-23
B-26
S
B-19�
B-02
B-01
B-03
B-05 S B-04 6-27
B-06
B-07
B-10
B-OS
B-09
B-11 B-12
INJECTION WELL
B-13 � B-30
B-14 15
OPEN WELL -
B-32
B-33
B-34
CLEARING PATH
(TYP)
B-24
SHEET: OVERALL BORING LOCATION PLAN
INVESTIGATED BY: ASP
NOTES:
DRAWN BY: ASP
CHECKED BY: JRH
FALCON ENGINEERING, INC.
CON 1210TRINITVROAD, SUITE III
CARY, INC 27513
NGINEERING PHONE:[phone]
1. Georeferenced imagery obtained from
www.nconemap.net.
2. S&ME Boring Coordinates are considered reliable.
3. Stream and Sewer locations should be considered o
PROJECT NAME: 4804 N ROXBORO ST GEOTECHNICAL DUE DILIGENCE
PROJECT NO.: G19032.00
HORIZONTAL SCALE 1 "=300'
DATE: 2019-06-21
—falmnengi—M. m
approximate and not regulatory.
PROJECT LOCATION: DURHAM, NORTH CAROLINA
VERTICAL SCALE

ATTACHMENT 2: Soil Boring Logs

Son Description Sheet Date.
Project Name "``r ' �Jxa` �` r County 2) vrw. t Soil Description by: _ Cet^N.
Field No. O S 2 - o 0 Boring No. (with lat and long)
�.andscape position Slope f - Z y�
Other relevant informatio s s'
Horizon
Depth
inches)
Texture
Matrix
Color
Mottles
Structure
( ade, size, t
Consistence
Internal
Drains a
Other (restrictive horizons, coarse
fra ents, etc.)
jL
1619 sj�
(o(Z 11,
15'S
s IQ b l (
Vs V r
eke
6C,
1.S rn �Sy
-VV
M 66e
1
AP-
Depth to seasonal wetness Q_ z". TyKof water table
Most restrictive horizon (for Ksat) -
Other comments urn v�58ti�` t�

Son Dmdpdon Sheet Date.
Project Name _r4I-ccJI rr 17, o6foez' s r County Q (� ► "` Soil Description by: C%Y"° t
Field No. i0 3 Z. _ Boring No. (with lat and long)
Vegetatior� vJ�UoiM/'-� Landscape position 41 C_Q- Slope
Other relevant information
Horizon
Depth
Texture
Matrix
Mottles
Structure
Consistence
intemal
Other (restrictive horizons, coarse
inches
Color
(grade, size, t
Drains a
fragrnents, etc.)
�-
L
'7.s-rf 44
`7. S y!e
Depth to seasonal wetness 2g Typ b
e of water to
Most restrictive horizon (for Ksat)
Other comments .red E�,sziU•1 4

Soil Dmdpdon Sheet Date.
Project Name FrJc-I a Iv ��X i, County Q'� Soil Description by: cin
Field No. Cs i h o 3 Z , 0 � Boring No. (with lot and long)_ fK ?_
Landscape position _ ► t`u"c, mr l ram -car Slope -/I �
Other relevant information
Horizon
Depth
inches
Texture
Matrix
Color
Mottles
Structure
(grade, size, t
Consistence
Internal
Drainage
Other (restrictive horizons, coarse
fra eats, etc.)
L
tj
�GU
—7,S y�
s
Io�� �'� r
►� 2 i�
f L
N
a