20221617 Ver 1_10 - RD200482 Eastfield Crossing Development - Warehouse Facility Geotechnical Report 09_11_2020_20230301

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REPORT OF SUBSURFACE EXPLORATION
AND G EOTECH N ICAL EVALUATION
EASTFIELD CROSSING DEVELOPMENT —WAREHOUSE FACILITY
SELMA, NORTH CAROLINA
BUILDING & EARTH PROJECT NO.: RD200482
PREPARED FOR:
AdVenture Developers, LLC
SEPTEMBER 7 7, 2020
BUILDING & EARTH
Geotachnlcal, Enwironmantal, and Materials Er*glni

610 Spring Branch Road
Dunn, North Carolina 28334
Ph: (910) 292 - 2085
www.BuildinciAndEarth.com
Geotechnical, Environmental, and Materials Engineers
September 11, 2020
AdVenture Developers, LLC
111 East Oak Street
Selma, North Carolina 27576
Attention: Mr. Mark McDonnell
Subject: Report of Subsurface Exploration and Geotechnical Evaluation
Eastfield Crossing Development —Warehouse Facility
Selma, North Carolina
Building & Earth Project No.: RD200482
Mr. McDonnell:
Building & Earth Sciences, LLP. has completed the authorized subsurface exploration and
geotechnical engineering evaluation for the Eastfield Crossing Development Warehouse Facility
(Building 100) located on West Blanche Street in Selma, North Carolina.
The purpose of this exploration and evaluation was to determine general subsurface conditions
at the site and to address applicable geotechnical aspects of the proposed construction and site
development. The recommendations in this report are based on a physical reconnaissance of the
site and observation and classification of samples obtained from twenty-three (23) soil test
borings conducted at the site. Confirmation of the anticipated subsurface conditions during
construction is an essential part of geotechnical services.
We appreciate the opportunity to provide consultation services for the proposed project. If you
have any questions regarding the information in this report or need any additional information,
please call us.
Respectfully Submitted,
BUILDING & EARTH SCIENCES, LLP.
North Carolina Firm Engineering License Number F-1081
Monique Lumpkin George P. Ballock, P.E. (AL)
Field Professional Regional Vice President
Regional Vice President
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL • Mobile, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Tulsa, OK • Oklahoma City, OK • Durant, OK
Metroplex, TX- Virginia Beach, VA

-able of Contents
1.0 PROJECT & SITE DESCRIPTION...........................................................................................................................1
2.0 SCOPE OF SERVICES...............................................................................................................................................5
3.0 GEOTECHNICAL SITE CHARACTERIZATION...................................................................................................6
3.1 GEOLOGY..................................................................................................................................................................6
3.2 EXISTING SURFACE CONDITIONS...........................................................................................................................7
3.3 SUBSURFACE CONDITIONS.....................................................................................................................................7
3.3.1 COASTAL PLAINS SOILS..................................................................................................................................8
3.3.2 AUGER REFUSAL...............................................................................................................................................9
3.3.3 GROUNDWATER............................................................................................................................................ 10
4.0 SITE DEVELOPMENT CONSIDERATIONS.......................................................................................................11
4.1 INITIAL SITE PREPARATION.................................................................................................................................. 12
4.2 SUBGRADE EVALUATION...................................................................................................................................... 13
4.3 MOISTURE SENSITIVE SOILS................................................................................................................................ 14
4.4 UNDERCUTTING OF LOW CONSISTENCY/RELATIVE DENSITY SOILS............................................................... 14
4.5 STRUCTURAL FILL.................................................................................................................................................. 15
4.6 EXCAVATION CONSIDERATIONS.......................................................................................................................... 16
4.6.1 GROUNDWATER............................................................................................................................................ 16
4.7 UTILITY TRENCH BACKFILL................................................................................................................................... 17
4.8 LANDSCAPING AND DRAINAGE CONSIDERATION............................................................................................. 17
4.9 WET WEATHER CONSTRUCTION......................................................................................................................... 17
5.0 FOUNDATION RECOMMENDATIONS............................................................................................................17
5.1 SHALLOW FOUNDATIONS.................................................................................................................................... 18
5.2 INTERMEDIATE FOUNDATIONS - RAMMED AGGREGATE PIERS....................................................................... 18
5.3 FOUNDATION QUALITY ASSURANCE.................................................................................................................. 19
6.0 FLOOR SLABS..........................................................................................................................................................19
7.0 PAVEMENT CONSIDERATIONS.........................................................................................................................20
7.1 FLEXIBLE PAVEMENT.............................................................................................................................................21
7.2 RIGID PAVEMENT.................................................................................................................................................. 22
8.0 SUBGRADE REHABILITATION............................................................................................................................23
9.0 CONSTRUCTION MONITORING.......................................................................................................................23
10.0 CLOSING AND LIMITATIONS..........................................................................................................................23
APPENDIX
Page I i

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
1.0 PROJECT & SITE DESCRIPTION
The proposed development consists of the construction of a new industrial warehouse
with associated drive and parking areas in the new Eastfield Business Park Development.
The new warehouse will be located along West Blanche Street, approximately 1700 feet
northeast of the intersection of West Blanche Street and Firetower Road in Selma, North
Carolina.
Information relative to the proposed site and the proposed development is listed in Table
1 below. Photographs depicting the current site condition are presented on the following
page.
Size (Ac.)
Existing Development
Vegetation
Slopes
General Site Retaining Walls
Drainage
Fills
No. of Bldgs
Square Ft.
Stories
Proposed
Construction
Buildings
Column Loads
Wall Loads
Preferred Foundation
Preferred Slab
Traffic
Pavements
Standard Duty
Heavy Duty
±7.69
None
Medium size trees with grass and forest undergrowth
Site is relatively flat
No
Fair
Building area: on the order of 4 to 8 feet (excluding
undercutting)
Parking and drive areas: on the order of 2 to 4 feet
(assumed)
1
± 135,000
1
Metal Frame
200 kips
2 kips per linear foot
Conventional shallow foundation
Concrete slab -on -grade
Not provided (assumed)
Yes, rigid, and flexible
Yes, rigid, and flexible
Table 1: Project and Site Description
Reference: Eastfield Crossing — Eastfield Business Park Bldg 100— Site Plan (Sheet C-301), prepared by Bohler
Engineering NC, PLLC., dated July 8, 2019. Structural information was assumed based on our experience
with similar projects.
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development- Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
Notes:
If actual loading conditions exceed our anticipated loads, Building & Earth Sciences should
be allowed to review the proposed structural design and its effects on our recommendations
for foundation design.
2. When a grading plan is finalized, Building & Earth should be allowed to review the plan and
its effects on our recommendations.
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Figure 1: Aerial Overlay of Project Site (Google Earth Imagery 05/03/2018)
Page 12

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
Figure 2: Taken During Subsurface Exploration, Looking Northeast from Southwest Corner of Site
Figure 3: Taken During Subsurface Exploration, Looking Northeast from Boring B-07
Page 13

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
Figure 4: Taken During Subsurface Exploration, Looking West from Boring B-15
Figure 5: Taken During Subsurface Exploration, Looking Northwest from Boring B-12
Page 14

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
2.0 SCOPE OF SERVICES
The authorized subsurface exploration was performed from August 19 through August
21, 2020 in conformance with our proposal RD22556, dated August 7, 2020. Occasionally
some modification of the scope outlined in our proposal is required to provide for proper
evaluation of the encountered subsurface conditions. Additional laboratory testing was
performed to verify the visual classification of the on -site soils.
The purpose of the geotechnical exploration was to determine general subsurface
conditions at specific boring locations and to gather data on which to base a geotechnical
evaluation with respect to the proposed construction. The subsurface exploration for this
project consisted of twenty-three (23) soil test borings. The site was drilled using a CME
550 drill rig equipped with a manual hammer.
The soil boring locations were selected by AdVenture Developers, LLC and were
determined in the field by a representative of our staff using a Garmin GPSmap 64
positioning system. As such, the boring locations shown on the Boring Location Plan
attached to this report should be considered approximate.
The soil samples recovered during our site investigation were visually classified and
specific samples were selected by the project engineer for laboratory analysis. The
laboratory analysis consisted of:
Ell
Natural Moisture Content
Atterberg Limits
D2216
D4318
Material Finer Than No. 200 Sieve by Washing 1 D1140
Table 2: Scope of Laboratory Tests
32
15
15
The results of the laboratory analysis are presented on the enclosed Boring Logs and in
tabular form in the Appendix of this report. Descriptions of the laboratory tests that were
performed are also included in the Appendix.
The information gathered from the exploration was evaluated to determine a suitable
foundation type for the proposed structure. The information was also evaluated to help
determine if any special subgrade preparation procedures will be required during the
earthwork phase of the project.
The results of the work are presented within this report that addresses:
Page 15

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
■ Summary of existing surface conditions.
■ A description of the subsurface conditions encountered at the boring locations.
■ Site preparation considerations including material types to be expected during
foundation construction and mass grading as well as recommendations regarding
handling and treatment of unsuitable soils, if encountered.
■ Compaction requirements and recommended criteria to establish suitable surfaces
for structural backfill.
■ Boring logs detailing the materials encountered with soil classifications,
penetration values, depth to bedrock (if encountered), and groundwater levels (if
measured).
■ Presentation of laboratory test results.
■ Recommendations for foundation design, pavement design, and slab -on -grade
recommendations.
■ Presentation of the estimated total and differential settlement.
■ Plans and maps showing the location of the project and our onsite work.
3.0 GEOTECHNICAL SITE CHARACTERIZATION
The following discussion is intended to create a general understanding of the site from a
geotechnical engineering perspective. It is not intended to be a discussion of every
potential geotechnical issue that may arise, nor to provide every possible interpretation
of the conditions identified. The following conditions and subsequent recommendations
are based on the assumption that significant changes in subsurface conditions do not
occur between boreholes. However, anomalous conditions can occur due to variations in
existing fill that may be present at the site, or the geologic conditions at the site, and it
will be necessary to evaluate the assumed conditions during site grading and foundation
installation.
3.1 GEOLOGY
Appearing on the USGS Geologic Map of North Carolina, the project site is situated in the
North Carolina Coastal Plain region, which is characterized by loose soils which have been
deposited over time as a result of erosion from rains and streams flowing eastward toward
the Atlantic Ocean. The site is underlain by terrace deposits and upland sediments
consisting of gravel, clayey sand, and sand, primarily caused by oceanic subsidence during
Page 16

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
the Cenozoic era (65 million years of age). The conditions encountered in the borings
generally correlate to published geological information.
3.2 EXISTING SURFACE CONDITIONS
At the time of our field exploration, the subject site surface was covered with grass, forest
undergrowth, and small to medium size trees. Portions of the subject site located in the
west and northeast quadrants appeared to be in use for agriculture purposes. The site
was relatively flat.
Approximately 2 to 10 inches of topsoil were encountered at all boring locations. No
testing has been performed to verify these soils meet requirements of "topsoil". The
topsoil depths reported on the boring logs should only be construed as an estimate and
actual conditions during construction will vary. The topsoil may be thicker in unexplored
areas of the site, which can affect the quantities of materials removed during site grading.
3.3 SUBSURFACE CONDITIONS
A generalized stratification summary has been prepared using data from the soil test
borings and is presented in the table below. The stratification depicts the general soil
conditions and strata types encountered during our field investigation.
1 2 — 10
Topsoil
N/A
inches
2 0.3 — 13.3 ft.
Sandy Lean Clay (CL), Sandy Fat Clay (CH)
Typically, Soft to Very Stiff
(13-23 only), and Sandy Silt (ML)
3 0.8 — 12.0 ft.
Silty Sand (SM) and Clayey Sand (SC)
Typically, Loose to Medium
Dense
Poorly Graded Sand (SP), Poorly Graded
4 1.5 — 21.0 ft.
Sand with Clay (SP-SC), and Well Graded
Very Loose to Very Dense
Sand with Clay (SW -SC) (building borings
_
only)
Table 3: Stratification Summary
Subsurface soil profiles have also been prepared based on the data obtained at the
specific boring locations. The subsurface soil profiles are presented in the Appendix. For
specific details on the information obtained from individual soil borings, please refer to
the Boring Logs included in the Appendix. The elevations of the borings indicated in this
report were estimated based on Google Earth Imagery dated May 3, 2018 and should be
considered approximate.
Page 17

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
3.3.1 COASTAL PLAINS SOILS
Coastal plains soils were encountered at all boring locations. The coastal plains soils
consisted of sandy lean clay (CL), sandy silt (ML), sandy fat clay (CH), silty sand (SM), clayey
sand (SC), poorly graded sand (SP), poorly graded sand with clay (SP-SC), and well graded
sand with clay (SW -SC).
Sandy lean clay (CL) soils were encountered below the surface topsoil layer in all borings,
except for B-02, B-08, B-12, B-13, and B-17 where the CL soils were encountered at depths
of approximately 1.5 to 2.5 feet below the existing ground surface. The CL soils were also
encountered at depths of approximately 4.8 to 8.5 feet below the existing ground surface
in borings B-01, B-09, B-18, and B-20, and extended to approximately 13.5 to 14.3 feet
below the existing ground surface or boring termination depths (10 feet). The CL soils
were generally soft to very stiff, with Standard Penetration Test (SPT) N-values ranging
from 3 to 28 blows per foot. Low consistency (N<_8) soils were typically encountered in
the upper 1.5 to 3 feet in all borings, except for borings B-11, B-13, B-15, B-16 and B-23,
where the low consistency (N<_8) soils extended to depths of approximately 5 to 7.5 feet
below existing ground surface. Atterberg Limits tests performed on selected CL soil
samples exhibited low plasticity with Liquid Limits (ILL) ranging from 25 to 42 and Plasticity
Indices (PI) ranging from 9 to 23. Wash No. 200 sieve tests indicated the samples tested
contained approximately 57 to 71 percent fines.
Sandy silt (ML) soils were encountered below the surface topsoil in borings B-12, B-13,
and extended to depths of approximately 1.5 to 2.5 feet below the existing ground
surface. The ML soils were also encountered at depths of approximately 3.5 to 4 feet below
the existing surface elevation in borings B-01, B-02, and B-18, and at depths of
approximately 24.5 to 29.7 feet below the existing surface elevation in borings B-12, B-
15, B-18, and B-23, and extended to boring termination depths. The ML soils were very
stiff to hard, with SPT N-values ranging from 18 to 50+ blows per foot, with most N-values
between 18 and 36. Blow counts greater than 50 were typically recorded near termination
depths in borings B-12, B-15, B-17, and B-18. Low consistency (N<_8) ML soils were
encountered in the near surface samples (upper 1.5 feet) in borings B-12 and B-13.
Atterberg limits tests performed on a selected ML soil sample indicated low plasticity with
a Liquid Limit (ILL) of 14 and a Plasticity Index (PI) of 2. The wash No. 200 sieve test
indicated the selected ML soil sample tested contained approximately 63 percent fines.
A layer of medium stiff sandy fat clay (CH) was encountered in boring B-23 only, from
approximately 6 to 8.5 feet below the existing ground surface. Atterberg Limits tests
performed on the selected CH soil sample exhibited high plasticity with a Liquid Limit (ILL)
Page 18

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
of 57 and a Plasticity Index (PI) of 31. The wash No. 200 sieve test indicated the sample
tested contained approximately 57 percent fines.
Silty sand (SM) and clayey sand (SC) soils were encountered below the surface topsoil
layer in borings B-02, B-08, and B-17, and extended to approximately 1.5 feet below the
existing ground surface. The SM soils were also encountered at a depth of 6 feet below
the existing surface in B-02 and extended to boring termination depth (10 feet), and at
depths of approximately 4.2 to 8.5 feet below the existing ground surface in B-03, B-05
through B-14, B-17, B-19, B-20, B-22, and B-23, and extended to approximately 7 to 18.5
feet below the existing ground surface or boring termination depths (10 feet). Atterberg
Limits tests performed on selected SC soil samples exhibited low to high plasticity with
Liquid Limits (LL) ranging from 45 to 68 and Plasticity Indices (PI) ranging from 26 to 46.
Wash No. 200 sieve tests indicated the samples tested contained approximately 22 to 44
percent fines.
Poorly graded sand (SP), poorly graded sand with clay (SP-SC), and well graded sand with
clay (SW -SC) soils were encountered below the SC or CL soils in all of the building borings
(B-10 through B-23). The SP, SP-SC, and SW -SC soils, where encountered, typically
extended to boring termination depths, except for B-12, B-15, B-17, B-18, and B-23.
Atterberg Limits tests performed on a selected SW -SC soil sample exhibited low plasticity
with a Liquid Limit (LL) of 29 and a Plasticity Index (PI) of 10. The SP soil sample tested
was non -plastic. Wash No. 200 sieve tests indicated the samples tested contained
approximately 3 to 9 percent fines.
The sandy soils were typically very loose to dense with SPT N-values ranging from 2 to
42. Low relative density soils (N<_10) were typically encountered at depths greater than
13.5 feet and extended to depths of approximately 15 to 25 feet in all of the building
borings. A weight of hammer (WOH) blow count was recorded from 18.5 to 20 feet in B-
17. Low relative density (N<_10) sandy soils were also encountered in the upper 1.5 feet in
B-02, B-08, and B-17. Blow counts greater than 50 were recorded near termination depth
(28.5 to 30 feet) in B-12, B-18, and B-23.
Moisture contents of the coastal plains soil samples tested ranged from approximately 11
to 32 percent. The coastal plains soils were generally gray, reddish brown, and light brown
to brown in color.
3.3,2 AUGER REFUSAL
Auger refusal is the drilling depth at which the borehole can no longer be advanced using
soil drilling procedures. Auger refusal can occur on hard soil, boulders, buried debris, or
bedrock. Coring is required to sample the material below auger refusal. Auger refusal
Page 19

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development -Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
was not encountered in any of the borings. All borings were extended to their planned
termination depths.
333 GROUNDWATER
At the time of drilling, groundwater was encountered in all borings, except B-04 through
B-09. Stabilized 24-hour water levels were recorded at boring locations B-13, B-14, B-17,
and B-18. Water levels reported are accurate only for the time and date that they were
recorded or the time and date that the borings were drilled. Long term monitoring of the
boreholes was not included as part of our subsurface exploration. All borings were
backfilled the same day that they were drilled, except for borings B-13, B-14, B-17, and 13-
18, which were backfilled 24 hours after they were drilled. Groundwater data is included
in the following table.
Boring
B-01
5.0
164.0
NA
NA
B-02
7.0
162.0
NA
NA
B-03
7.5
160.5
NA
NA
B-04
NA
NA
NA
NA
B-05
NA
NA
NA
NA
B-06
NA
NA
NA
NA
B-07
NA
NA
NA
NA
B-08
NA
NA
NA
NA
B-09
NA
NA
NA
NA
B-10
13.5
155.5
NA
NA
B-11
5.0
164.0
NA
NA
B-12
5.0
164.0
NA
NA
B-13
14.5
153.5
1.0
167.0
B-14
10.0
158.0
2.0
166.0
B-15
13.8
154.2
NA
NA
B-16
15.0
157.0
NA
NA
B-17
11.0
157.0
1.1
166.9
B-18
11.0
158.0
1.0
168.0
B-19
10.0
159.0
NA
NA
B-20
7.0
162.0
NA
NA
Page 110

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
Table 4: Groundwater Depths and Elevations
Note: Elevations were estimated based on Google Earth aerial image of site and should be considered
approximate.
4.0 SITE DEVELOPMENT CONSIDERATIONS
A grading plan was not available at the time of this report; however, based on the
provided Site Plan, prepared by Bohler Engineering NC, PLLC., dated July 8, 2019, the
proposed building F.F.E will be approximately 176.00 feet. Fills on the order of 4 to 8 feet
(excluding undercutting) will be required in the building area to reach the proposed
finished grade. In the parking and drive areas, based on existing site elevations and
surrounding topography, we anticipate cuts and fills on the order of 2 to 4 feet will be
required to reach proposed finished grades. When the grading plan is available,
Building & Earth should be allowed to review the plan and its effects on our
recommendations
Based on our evaluation of the subsurface soil information, and the anticipated
foundation loads, it appears that construction with a conventional shallow foundation
system is feasible. The site development recommendations outlined below are intended
for development of the site to support construction with a conventional shallow
foundation system. If a different type of foundation system is preferred, Building &
Earth should be allowed to review the site development recommendations to verify
that they are appropriate for the preferred foundation system.
The primary geotechnical concerns for this project are:
The presence of low consistency/relative density soils (N<_8/10) in the upper 1.5 to
7.5 feet in all borings and at depths greater than 13.5 feet in all building borings.
Shallow groundwater levels encountered in borings B-13, B-14, B-17, and B-18.
The presence of moisture sensitive soils throughout the site.
Recommendations addressing the site conditions are presented in the following sections.
Page 111

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
4.1 INITIAL SITE PREPARATION
All trees, roots, topsoil, and deleterious materials should be removed from the proposed
construction areas. Approximately 2 to 10 inches of topsoil were observed in the borings.
Undercutting on the order of 2 feet is anticipated to remove low consistency/relative
density soils.
During our field investigation, we encountered groundwater at the time of drilling at
depths ranging from 5 to 14.5 feet below ground surface. The groundwater was re -
measured at boring locations 8-13, 8-14, 8-17, and 8-18 where it was found to
stabilize at depths of 1 to 2 feet. This high groundwater condition will impact site
preparation and will need to be remediated if encountered while performing the
undercutting operation. For remediation, we recommend installing trench drains that
daylight to a positive outfall. The trench drains will help control the high groundwater
during and after construction of the building pad. This will prevent water from getting
back into the building and pavement areas during the wet season and softening the
subgrade soils.
A typical trench drain would consist of a 24 inch by 24-inch trench filled with ASTM #57
aggregate, and a 6-inch diameter slotted, corrugated high -density polyethylene (HDPE)
pipe providing gravity drainage to a suitable discharge area. The HDPE pipe specified
should be capable of sustaining the anticipated loads of the soil overburden placed above
the drain. The entire cross section of the drain must be encapsulated with a suitable fabric
to prevent migration of soil fines into the drain, which would reduce the capacity of the
system. In areas of heavier flow, both the pipe diameter and cross section of the trench
should be increased. The number and location of the drains should be determined based
on site conditions at time of construction. In addition, blanket drains may be required in
some areas. Information regarding suitable drainage methods can be provided during
construction based on actual conditions encountered. A generalized trench drain
schematic is in the following page:
Page 112

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
M
Filter Fabric
(Mirafi 140N, or equiv)
6" diam. slotted,
corrugated polyethylene pipe
Undercut to suitable subgrade
2 ft Do
(minimum)
A geotechnical engineer should observe stripping, grubbing, and undercutting operations
to evaluate that all unsuitable materials are removed from locations for proposed
construction.
Materials disturbed during clearing operations should be stabilized in place or, if
necessary, undercut to undisturbed materials and backfilled with properly compacted,
approved structural fill.
During site preparation activities, the contractor should identify borrow source materials
that will be used as structural fill and provide samples to the testing laboratory so that
conformance to the Structural Fill requirements outlined below and appropriate moisture -
density relationship curves can be determined.
4.2 SUBGRADE EVALUATION
We recommend that the project geotechnical engineer or a qualified representative
evaluate the subgrade after the site is prepared. Some unsuitable or unstable areas may
be present in unexplored areas of the site. All areas that will require fill or that will support
structures should be carefully proofrolled with a heavy (40,000 # minimum), rubber -tired
vehicle at the following times.
■ After an area has been stripped, and undercut if required, prior to the placement
of any fill.
Page 113

Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
■ After grading an area to the finished subgrade elevation in a building or pavement
area.
■ After areas have been exposed to any precipitation, and/or have been exposed for
more than 48 hours.
Some instability may exist during construction, depending on climatic and other factors
immediately preceding and during construction. If any soft or otherwise unsuitable soils
are identified during the proofrolling process, they must be undercut or stabilized prior
to fill placement, pavement construction, or floor slab construction. All unsuitable material
identified during the construction shall be removed and replaced in accordance with the
Structural Fill section of this report.
4.3 MOISTURE SENSITIVE SOILS
Moisture sensitive silts (ML), silty sands (SM), clayey sands (SC), and sandy clays (CL) were
encountered across the site during the subsurface exploration. These soils will degrade
if allowed to become saturated. Therefore, not allowing water to pond by maintaining
positive drainage and temporary dewatering methods (if required) is important to help
avoid degradation and softening of the soils.
The contractor should anticipate some difficulty during the earthwork phase of this
project if moisture levels are moderate to high during construction. Increased moisture
levels will soften the subgrade and the soils may become unstable under the influence of
construction traffic. Accordingly, construction during wet weather conditions should be
avoided, as this could result in soft and unstable soil conditions that would require ground
modification, such as in place stabilization or undercutting.
4.4 UNDERCUTTING OF Low CONSISTENCY/RELATIVE DENSITY SOILS
Low consistency/relative density soils (N<_8 for cohesive and N<_10 for cohesionless soils)
were encountered in all of the borings within the building footprint in the upper 1.5 to 5
feet, with the exception of borings B-15 and B-23, in which the low consistency soils
extended to approximately 7.5 feet below the existing ground surface. Low
consistency/relative density soils (N <_8 for cohesive and N <_ 10 for cohesionless soils) were
also encountered in the upper 1.5 to 3 feet in all pavement borings.
After our Subgrade Evaluation recommendations are implemented, if low
consistency/relative density soils are identified during the proofrolling process, we
recommend undercutting the soft/loose soils to a depth of approximately 2 feet below
the existing ground surface. The undercutting should extend laterally 5 feet outside the
building footprint and 3 feet outside of the edge of pavement. It should be noted that
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
the final horizontal and vertical limits of undercutting will be dependent on
conditions encountered during construction and may vary in unexplored areas of the
site.
In the planned pavement areas, it may be possible to stabilize the soft soils in place.
Typical stabilization methods vary widely and include modification of the soft soils with
the addition of shot rock or No. 2 stone, as well as utilization of geogrids and graded
aggregates. The design of a specific stabilization method is beyond the scope of this
investigation but can be provided by Building & Earth as an additional service if desired.
The undercutting should be conducted under the observation of the geotechnical
engineer or his representative. Some unsuitable or unstable areas may be present in
unexplored areas of the site. Once the known undercut is complete, the areas planned for
construction should be proofrolled in order to identify any additional soft soils requiring
removal or stabilization.
The undercut soils should be replaced with structural fill. Clean, non -organic, non -
saturated soils taken from the undercut area can be re -used as structural fill. The
placement procedure, compaction and composition of the structural fill must meet the
requirements of the Structural Fill section of this report.
4.5 STRUCTURAL FILL
Requirements for structural fill on this project are as follows:
Sand and
GW, GP, GM,
Gravel
SW, SP, SM, or
combinations
Clay
CL, SC, GC
Clay
CH
Silt
ML, MH
O
CL, CH, ML, SM,
ils
soils
SC, SP, SW -SC,
SP-SC
Notes:
Maximum 2" particle size All locations and depths with proper
drainage.
LL<50, PI <25, yd> 100 pcf
N/A
N/A
As listed above
All locations and depths.
Not suitable for structural fill.
Not suitable for structural fill.
As listed above
Table 5: Structural Fill Requirements
1. LL indicates the soil Liquid Limit; PI indicates the soil Plasticity Index; yd indicates the maximum dry
density as defined by the density standard outlined in the table below.
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
2. Laboratory testing of the soils proposed for fill must be performed in order to verify their
conformance with the above recommendations.
3. Any fill to be placed at the site should be reviewed by the geotechnical engineer.
Placement requirements for structural fill are as follows:
Maximum 8-inch loose lifts when compacted with large heavy compaction
Lift Thickness equipment. Maximum 6-inch loose lifts when compacted with lightweight
compaction equipment (thinner lifts may be required in confined locations).
Density Minimum of 98 percent of maximum dry density as defined by ASTM D698 at
all locations and depths.
±2 percent of optimum moisture as defined by ASTM D698 for cohesive soils.
For cohesionless soils with greater than 12 percent passing the US Standard No.
Moisture 200 sieve, ±3 percent of optimum moisture as defined above. Moisture
requirement is waived for cohesionless soils with less than 12 percent passing
the No. 200 sieve.
One test per 2,500 sf in building areas and one test per 5,000 sf in pavement
Density Testing Frequency areas with minimum of 3 tests per lift. One test per 200 feet of trench backfill
with minimum of 2 tests per lift.
Table 6: Structural Fill Placement Requirements
4.6 EXCAVATION CONSIDERATIONS
All excavations performed at the site should follow OSHA guidelines for temporary
excavations. Excavated soils should be stockpiled according to OSHA regulations to limit
the potential cave-in of soils.
4.6.1 GROUNDWATER
At the time of drilling, groundwater was encountered at depths of approximately 5 to 14.5
feet in seventeen of the twenty-three borings. Stabilized shallow groundwater levels were
recorded at depths of approximately 1 to 2 feet below the existing ground surface in
borings B-13, B-14, B-17, and B-18. Groundwater will likely be encountered during
construction, particularly during undercutting operations. The contractor should
anticipate some difficulty during the earthwork phase of this project due to the
presence of shallow water levels at some boring locations. It should be noted that
fluctuations in the water level could occur due to seasonal variations in rainfall. The
contractor must be prepared to remove groundwater seepage from excavations if
encountered during construction. Excavations extending below groundwater levels will
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
require dewatering systems (such as well points, sump pumps or trench drains). The
contractor should evaluate the most economical and practical dewatering method.
We recommend installing trench drains as discussed in the Initial Site Preparation section
earlier in this report.
4.7 UTILITY TRENCH BACKFILL
All utility trenches must be backfilled and compacted in the manner specified above for
structural fill. It may be necessary to reduce the lift thickness to 4 to 6 inches to achieve
compaction using hand -operated equipment.
4.8 LANDSCAPING AND DRAINAGE CONSIDERATION
The potential for soil moisture fluctuations within building areas and pavement subgrades
should be reduced to lessen the potential of subgrade movement. Site grading should
include positive drainage away from buildings and pavements. Excessive irrigation of
landscaping poses a risk of saturating and softening soils below shallow footings and
pavements, which could result in settlement of footings and premature failure of
pavements.
4.9 WET WEATHER CONSTRUCTION
Excessive movement of construction equipment across the site during wet weather may
result in ruts, which will collect rainwater, prolonging the time required to dry the
subgrade soils.
During rainy periods, additional effort will be required to properly prepare the site and
establish/maintain an acceptable subgrade. The difficulty will increase in areas where clay
or silty soils are exposed at the subgrade elevation. Grading contractors typically
postpone grading operations during wet weather to wait for conditions that are more
favorable. Contractors can typically disk or aerate the upper soils to promote drying
during intermittent periods of favorable weather. When deadlines restrict postponement
of grading operations, additional measures such as undercutting and replacing saturated
soils or stabilization can be utilized to facilitate placement of additional fill material.
5.0 FOUNDATION RECOMMENDATIONS
Specific structural loading conditions were not known at the time of this report; however,
based on our experience with similar projects, we anticipate that the individual column
loads will be less than 200 kips and wall loads will be less than 2 kips per linear foot. If
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
these assumptions concerning structural loading are incorrect, our office should be
contacted, such that our recommendations can be reviewed.
5.1 SHALLOW FOUNDATIONS
Based on the conditions encountered during our field investigation and after our site
preparation and grading recommendations are implemented, the proposed structure can
be supported on conventional shallow foundations designed using an allowable soil
bearing capacity of 2,500 psf.
We recommend hand rod probing and dynamic cone penetrometer (DCP) testing, in
accordance with ASTM STP-399, be performed for all foundation excavations. Hand rod
probing should be performed for 100 percent of the excavations, and DCP testing should
be performed for at least 20 percent of the column footings, with 1 test per 75 linear feet
in strip footings. Soils not meeting the allowable capacity recommendations above should
be stabilized, undercut, and backfilled with compacted structural fill, or washed NCDOT
No. 57 stone wrapped in non -woven filter fabric. Undercut depths may vary depending
upon conditions observed during construction.
Even though computed footing dimensions may be less, column footings should be at
least 24 inches wide and strip footings should be at least 18 inches wide. These
dimensions facilitate hand cleaning of footing subgrades disturbed by the excavation
process and the placement of reinforcing steel. They also reduce the potential for
localized punching shear failure. All exterior footings should bear at least 24 inches
below the adjacent exterior grade. Total settlement of footings designed and
constructed as recommended above should be 1.5 inches or less with differential
settlement less than 0.75 inches. If the estimated total settlement is higher than the
allowable value, a different type of foundation or soil improvement will be required.
..L INTERMEDIATE rOUNDATIONS - KAMMED AGGREGATE PIERS
If the estimated settlements for foundation support using shallow foundations are not
acceptable, potential settlement can be reduced to less than 1 inch by using an
intermediate foundation consisting of individual column and strip footings supported on
rammed aggregate piers.
Rammed aggregate piers are constructed by augering holes to suitable material and
backfilling the holes with compacted aggregate. Typical rammed aggregate piers for this
type of installation range from 16 to 24 inches in diameter. Compaction or vibration
densifies the aggregate and increases lateral stress in the soil matrix. The system serves
to reduce settlement by replacing and reinforcing the loose soils below the footing with
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
a stiffer composite soil matrix. The majority of the building may require rammed
aggregate piers to depths of 10 to 15 feet below the proposed bottom of foundation. The
rammed aggregate piers would eliminate the need for undercutting the soft soils and
remediate the impact of the high groundwater. The design and performance criteria for
these systems are typically provided by the installation contractor. Hayward Baker and
Geopier Foundation Company are two contractors that provide these foundation systems.
5.3 FOUNDATION QUALITY ASSURANCE
We recommend the following be included in the construction documents, and that each
of these items be checked during construction.
■ The geotechnical engineer of record should observe exposed foundation bearing
surfaces prior to concrete placement to verify conditions anticipated during the
subsurface exploration are encountered.
■ All bearing surfaces must be free of soft or loose soil prior to placing concrete.
■ Concrete should be placed the same day excavations are completed and bearing
material conditions verified by the engineer. If the excavations are left open for an
extended period, or if the bearing surfaces are disturbed after the initial
observation, then the bearing surfaces should be re-evaluated prior to concrete
placement.
■ Water should not be allowed to pond in foundation excavations prior to concrete
placement or above the concrete after foundations are completed.
■ Foundation concrete should not be placed over saturated or frozen ground.
■ Wherever possible, the foundation concrete should be placed "neat", using the
sides of the excavations as forms. Where this is not possible, the excavations
created by forming the foundations must be backfilled with suitable structural fill
and properly compacted.
6.0 FLOOR SLABS
Site development recommendations presented in this report should be followed to
provide for subgrade conditions suitable for support of grade supported slabs. Concrete
slabs for the proposed structure should be supported on newly placed structural fill.
We recommend floor slabs for the proposed structure be supported on a minimum four -
inch layer of 1/2-inch up to 11/2-inch, free -draining, gap -graded gravel, such as AASHTO
No. 57 stone, with no more than 5 percent passing the ASTM No. 200 sieve. The purpose
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
of this layer is to help distribute concentrated loads and act as a capillary break for
moisture migration through the subgrade soil. This gravel material should be
consolidated in -place with vibratory equipment. The surface of these bases should be
choked off with finer material. A clean fine -graded material with a least 10 to 30 % of
particles passing a No. 100 sieve but not contaminated with clay, silt or organic material
is recommended. With the gravel material, such as AASHTO No. 57 stone, a modulus of
subgrade reaction of 125 pci can be used in the design of a grade -supported building
floor slab.
We recommend a minimum 10-mil thick vapor retarder meeting ASTM E 1745, Class C
requirements be placed directly below the slab -on -grade floors. A higher quality vapor
retarder (Class A or B) may be used if desired to further inhibit the migration of moisture
through the slab -on -grade and should be evaluated based on the floor covering and
use. The vapor retarder should extend to the edge of the slab -on -grade floors and should
be sealed at all seams and penetrations. The slab should be appropriately reinforced (if
required) to support the proposed loads.
7.0 PAVEMENT CONSIDERATIONS
Based on the materials encountered at the boring locations and after our
recommendations for site preparation are implemented, pavements at the subject site
may be designed based on a California Bearing Ratio (CBR) of four (4). Note that no CBR
or plate load testing was completed to develop these recommendations.
For pavement design purposes, we have assumed two levels of traffic shown on the table
below, for commonly used pavement sections. Specific traffic information was not
provided. If the pavement were a typical roadway, according to the "AASHTO Guide for
Design of Pavement Structures, 1993", these pavement sections would be adequate for
the following daily traffic volume:
J
Table 7: Assumed Traffic Volume
The volumes shown above arejust one example of possible vehicle types and daily traffic
that would result in the total equivalent 18-kip single -axle load (ESAL) shown.
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
It has been our experience that parking lots experience a certain level of wear and stress
greater than roadways designed for similar traffic volumes. Therefore, parking lots are
typically designed using the AASHTO method and adjusted based on experience. If the
owner would like Building & Earth to assess other likely traffic volumes, we will gladly
review other options. It is noted that the traffic volume shown above does not include
construction traffic.
In addition, we have assumed the following design parameters:
Design life (Years) 1 20
Terminal Serviceability 1 2.0 1
Reliability 1 85%
Initial Serviceability 1 4.2
Standard Deviation 0.45(Flexible)
Standard Deviation I 0.35(Rigid)
Table 8: Assumed Design Parameters
Note: All subgrade, base and pavement construction operations should meet minimum
requirements of the NCDOT Standard Specification for Roads and Bridges. The applicable
sections of the specifications are identified as follows:
Material
Portland Cement Concrete Pavement
Specification Section
710
Bituminous Asphalt Wearing Layer
610
Bituminous Asphalt Binder Layer
610
Mineral Aggregate Base Materials
520
Soil
500
Table 9: NCDOT Specification Sections
7.1 FLEXIBLE PAVEMENT
The asphalt pavement sections described herein were designed using the "AASHTO Guide
for Design of Pavement Structures, 1993". Alternative pavement sections were designed
by establishing the structural numbers used for the AASHTO design system and
substituting materials based upon structural equivalency as follows:
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development —Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
Asphalt Concrete 0.44
Crushed Stone Base 0.14
Table 10: Structural Equivalent Coefficient
The following flexible pavement sections are based on the design parameters presented
above:
3.0 3.0 Surface Course
3.0 I 3.0 Binder Course
8.0 r 12.0 Base
Table 11: Asphalt Pavement Recommendations
7.2 RIGID PAVEMENT
The following rigid pavement sections are based on the design parameters presented
above. We assume an effective modulus of subgrade reaction (k) of 130 pci. We have
assumed concrete elastic modulus (Ec) of 3.6 X 106 psi, and a concrete modulus of rupture
(S'c) of 650 psi.
Table 12: Rigid Pavement Recommendations
The concrete should be protected against moisture loss, rapid temperature fluctuations,
and construction traffic for several days after placement. All pavements should be sloped
for positive drainage. We recommended that the pavements be reinforced to hold any
cracks that might develop tightly together and restrain their growth.
All pavement components must be placed and compacted in accordance with the
applicable sections of the North Carolina Standard Specifications for Road and Bridge
Construction. All subgrade, base and pavement construction operations should meet
minimum requirements of this document.
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
8.0 SUBGRADE REHABILITATION
The subgrade soils often become disturbed during the period between initial site grading
and construction of surface improvements. The amount and depth of disturbance will
vary with soil type, weather conditions, construction traffic, and drainage.
The engineer should evaluate the subgrade soil during final grading to verify that the
subgrade is suitable to receive pavement and/or concrete slab base materials. The final
evaluation may include proofrolling or density tests.
Subgrade rehabilitation can become a point of controversy when different contractors are
responsible for site grading and building construction. The construction documents
should specifically state which contractor will be responsible for maintaining and
rehabilitating the subgrade. Rehabilitation may include moisture conditioning and re -
compacting soils. When deadlines or weather restrict grading operations, additional
measures such as undercutting and replacing saturated soils or chemical stabilization can
often be utilized.
9.0 CONSTRUCTION MONITORING
Field verification of site conditions is an essential part of the services provided by the
geotechnical consultant. In order to confirm our recommendations, it will be necessary
for Building & Earth personnel to make periodic visits to the site during site grading.
Typical construction monitoring services are listed below.
■ Periodic observation and consultation by a member of our engineering staff during
site development.
■ Continuous monitoring during structural fill placement.
■ Field density tests during structural fill placement.
■ Observation and verification of the bearing surfaces exposed after foundation
excavation.
■ Molding and testing of concrete cylinders.
■ Sampling of asphalt for verification and coring for determination of in -place
thickness and density.
10.0 CLOSING AND LIMITATIONS
This report was prepared for AdVenture Developer, LLC, for specific application to the
Eastfield Crossing Development Warehouse located in Selma, North Carolina. The
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Subsurface Exploration and Geotechnical Evaluation,
Eastfield Crossing Development — Warehouse Facility, Selma, North Carolina
Project No.: RD200482, September 11, 2020
information in this report is not transferable. This report should not be used for a different
development on the same property without first being evaluated by the engineer.
The recommendations in this report were based on the information obtained from our
field exploration and laboratory analysis. The data collected is representative of the
locations tested. Variations are likely to occur at other locations throughout the site.
Engineering judgment was applied in regard to conditions between borings. It will be
necessary to confirm the anticipated subsurface conditions during construction.
This report has been prepared in accordance with generally accepted standards of
geotechnical engineering practice. No other warranty is expressed or implied. In the
event that changes are made, or anticipated to be made, to the nature, design, or location
of the project as outlined in this report, Building & Earth must be informed of the changes
and given the opportunity to either verify or modify the conclusions of this report in
writing, or the recommendations of this report will no longer be valid.
The scope of services for this project did not include any environmental assessment of
the site or identification of pollutants or hazardous materials or conditions. If the owner
is concerned about environmental issues Building & Earth would be happy to provide an
additional scope of services to address those concerns.
This report is intended for use during design and preparation of specifications and may
not address all conditions at the site during construction. Contractors reviewing this
information should acknowledge that this document is for design information only.
An article published by the Geoprofessional Business Association (GBA), titled Important
Information About Your Geotechnical Report, has been included in the Appendix. We
encourage all individuals to become familiar with the article to help manage risk.
Page 124

Appendix Table of Content
GEOTECHNICAL INVESTIGATION METHODOLOGIES...........................................................................................1
DRILLING PROCEDURES — STANDARD PENETRATION TEST (ASTM D1586)...........................1
BORINGLOG DESCRIPTION............................................................................................................................................2
DEPTH AND ELEVATION.............................................................................................................................2
SAMPLETYPE...................................................................................................................................................2
SAMPLENUMBER..........................................................................................................................................2
BLOWS PER INCREMENT, REC%, RQD%...............................................................................................2
SOILDATA........................................................................................................................................................ 2
SOILDESCRIPTION........................................................................................................................................3
GRAPHIC...........................................................................................................................................................3
REMARKS..........................................................................................................................................................3
SOIL CLASSIFICATION METHODOLOGY.....................................................................................................................4
KEYTO LOGS.........................................................................................................................................................................
5
KEYTO HATCHES................................................................................................................................................................7
BORINGLOCATION PLAN...............................................................................................................................................8
SUBSURFACESOIL PROFILES..........................................................................................................................................9
BORINGLOGS.....................................................................................................................................................................10
LABORATORY TEST PROCEDURES..............................................................................................................................11
DESCRIPTION OF SOILS (VISUAL -MANUAL PROCEDURE) (ASTM D2488)............................11
NATURAL MOISTURE CONTENT (ASTM D2216).............................................................................11
ATTERBERG LIMITS (ASTM D4318).......................................................................................................11
MATERIAL FINER THAN NO. 200 SIEVE BY WASHING (ASTM D1140)....................................11
LABORATORY TEST RESULTS..................................................................................................................12
Table A-1: General Soil Classification Test Results.....................................................................12
CALCULATIONS..................................................................................................................................................................13
IMPORTANT INFORMATION ABOUT THIS GEOTECHNICAL-ENGINEERING REPORT ............................14

GEOTECHNICAL INVESTIGATION METHODOLOGIES
The subsurface exploration, which is the basis of the recommendations of this report, has
been performed in accordance with industry standards. Detailed methodologies employed
in the investigation are presented in the following sections.
DRILLING PROCEDURES — STANDARD PENETRATION TEST (ASTM D 7586)
At each boring location, soil samples were obtained at standard sampling intervals with a
split -spoon sampler. The borehole was first advanced to the sample depth by augering and
the sampling tools were placed in the open hole. The sampler was then driven 18 inches
into the ground with a 140-pound automatic hammer free -falling 30 inches. The number
of blows required to drive the sampler each 6-inch increment was recorded. The initial
increment is considered the "seating" blows, where the sampler penetrates loose or
disturbed soil in the bottom of the borehole.
The blows required to penetrate the final two (2) increments are added together and are
referred to as the Standard Penetration Test (SPT) N-value. The N-value, when properly
evaluated, gives an indication of the soil's strength and ability to support structural loads.
Many factors can affect the SPT N-value, so this result cannot be used exclusively to evaluate
soil conditions.
Samples retrieved from the boring locations were labeled and stored in plastic bags at the
jobsite before being transported to our laboratory for analysis. The project engineer
prepared Boring Logs summarizing the subsurface conditions at the boring locations.
Page I A-1

BORING LOG DESCRIPTION
Building & Earth Sciences, Inc. used the gINT software program to prepare the attached boring
logs. The gINT program provides the flexibility to custom design the boring logs to include
the pertinent information from the subsurface exploration and results of our laboratory
analysis. The soil and laboratory information included on our logs is summarized below:
DEPTH AND ELEVATION
The depth below the ground surface and the corresponding elevation are shown in the first
two columns.
SAMPLE I YPL
The method used to collect the sample is shown. The typical sampling methods include Split
Spoon Sampling, Shelby Tube Sampling, Grab Samples, and Rock Core. A key is provided at
the bottom of the log showing the graphic symbol for each sample type.
SAMPLE NUMBER
Each sample collected is numbered sequentially.
BLOWS PER INCREMENT, REC%, RQD%
When Standard Split Spoon sampling is used, the blows required to drive the sampler each 6-
inch increment are recorded and shown in column 5. When rock core is obtained the recovery
ration (REC%) and Rock Quality Designation (RQD%) is recorded.
SOIL DATA
Column 6 is a graphic representation of four different soil parameters. Each of the parameters
use the same graph, however, the values of the graph subdivisions vary with each parameter.
Each parameter presented on column 6 is summarized below:
N-value- The Standard Penetration Test N-value, obtained by adding the number of
blows required to drive the sampler the final 12 inches, is recorded . The graph labels
range from 0 to 50.
— Unconfined Compressive Strength estimate from the Pocket Penetrometer test in
tons per square foot (tsf). The graph labels range from 0 to 5 tsf.
• Atterberg Limits — The Atterberg Limits are plotted with the plastic limit to the left, and
liquid limit to the right, connected by a horizontal line. The difference in the plastic and
liquid limits is referred to as the Plasticity Index. The Atterberg Limits test results are
also included in the Remarks column on the far right of the boring log. The Atterberg
Limits graph labels range from 0 to 100%.
• Moisture — The Natural Moisture Content of the soil sample as determined in our
laboratory.
Page I A-2

SOIL DESCRIPTION
The soil description prepared in accordance with ASTM D2488, Visual Description of Soil
Samples. The Munsel Color chart is used to determine the soil color. Strata changes are
indicated by a solid line, with the depth of the change indicated on the left side of the line and
the elevation of the change indicated on the right side of the line. If subtle changes within a
soil type occur, a broken line is used. The Boring Termination or Auger Refusal depth is shown
as a solid line at the bottom of the boring.
GRAPHIC
The graphic representation of the soil type is shown. The graphic used for each soil type is
related to the Unified Soil Classification chart. A chart showing the graphic associated with
each soil classification is included.
HtMAHKS
Remarks regarding borehole observations, and additional information regarding the
laboratory results and groundwater observations.
Page I A-3

BUILDING & EARTH SOIL CLASSIFICATION METHODOLOGY
Geotechnica1, Environmental, and Materials Engineers
Gravel and
��
GW
Well-graded gravels, gravel - sand mixtures, little or
Gravelly
Clean Grovels & i .R
no fines
GP
Poorly -graded gravels, gravel - sand mixtures, little
Soils
(Less than 5% fines) Q° °o []°�
Coarse More than
D, D
C� r
or no fines
50% of
Grained coarse
I
GM
Silty gravels, gravel - sand - silt mixtures
Soils fraction is
DE
Gravels with Fines
larger than
(More than 72% fines)
No. 4 sieveVXM'1GC
Clayey gravels, gravel - sand - clay mixtures
More than
50% of
Sand and
SW
Well -graded sands, gravelly sands, little or no fines
material is
Sand
Y
Clean Sands
larger than
Soils
No. 200
(Less than 5% fines)
SP
Poorly -graded sands, gravelly sands, little or no
sieve
More than
fines
size
50% of
coarse
SM
Silty sands, sand - silt mixtures
fraction is
Sands with Fines
smaller than
No. 4
(More than 72% fines)
$C
Clayey sands, sand -clay mixtures
sieve
ML
Inorganic silts and very find sands, rock flour, silty or
Fine Silts and
clayey fine sands or clayey silt with slight plasticity
Clays
Inorganic
Grained
CL
Inorganic clays of low to medium plasticity, gravelly
Soils
clays, sandy clays, silty clays, lean clays
Liquid Limit
_ _ _ _
less than 50
Organic
=_= — OL
Organic silts and organic silty clays of low plasticity
More than
— — — -
Inorganic silts, micaceous or diatomaceous fine
50% of
MH
material is Silts and
sand, or silty soils
smaller Clays
Inorganic
than
No. 200
CH
Inorganic clays of high plasticity
Liquid Limit
sieve
greater than
size 50
Organic
OH
Organic clays of medium to high plasticity, organic
silts
„ „
f
PT
Peat humus, swamp soils with high organic
Highly Organic
Soils
it }, ,j '1
contents
Page I A-4

Ge ote chn ical. Environmental, and Materials Engineers
Building & Earth Sciences classifies soil in general
accordance with the Unified Soil Classification
System (USCS) presented in ASTM D2487. Table 1
and Figure 1 exemplify the general guidance of
the USCS. Soil consistencies and relative densities
are presented in general accordance with
Terzaghi, Peck, & Mesri's (1996) method, as
shown on Table 2, when quantitative field and/or
laboratory data is available. Table 2 includes
Consistency and Relative Density correlations
with N-values obtained using either a manual
hammer (60 percent efficiency) or automatic
hammer (90 percent efficiency). The Blows Per
Increment and SPT N-values displayed on the
boring logs are the unaltered values measured in
the field. When field and/or laboratory data is not
available, we may classify soil in general
accordance with the Visual Manual Procedure
presented in ASTM D2488.
SOIL CLASSIFICATION METHODOLOGY
60
�e
50 — J�
CH o OH
a
40 X
�' zr��
30 P
CL or OL/01
M 20
a
10 MH or OH
CL M ML or OL
0 a
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit (LL)
r
Non -cohesive: Coarse
-Grained Soil
SPIT Penetration
SPIT Penetration
(blows/foot)
(blows/foot)
Relative
Automatic
Manual
Density
Hammer*
Hammer
Automatic
Manual
< 2
< 2
Hammer*
Hammer
Very Loose
2-3
2-4
0-3
0-4
4-10
3-8
Loose
3-6
4-8
8-23
10-30
Medium Dense
6 - 12
8 - 15
23 - 38
30-50
Dense
12 -23
15 - 30
> 38
> 50
Very Dense
> 23
> 30
* - Modified based on 80% hammer efficiency
Cohesive: Fine -Grained Soil
Estimated Range of
Consistency Unconfined Compressive
Strength (tsf)
Very Soft
< 0.25
Soft
0.25 — 0.50
Medium Stiff
0.50 — 1.00
Stiff
1.00 — 2.00
2.00 — 4.00
> 4.00
Very Stiff
Hard
Page I A-5

BUILDING
Geotechnica1, Environmental, and Materials Engineers
Standard
Penetration Test
ASTM D1586 or
AASHTO T-206
Shelby Tube
Sampler
ASTM D1587
Rock Core Sample
ASTM D2113
Auger Cuttings
Dynamic Cone
Penetrometer
(Sower DCP)
ASTM STP-399
ONo Sample
Recovery
Groundwater at
Time of Drilling
Groundwater as
Indicated
KEY TO LOGS
Soil
Particle Size
U.S. Standard
Boulders
Larger than 300 mm
N.A.
Cobbles
300 mm to 75 mm
N.A.
Gravel
75 mm to 4.75 mm
3-inch to #4 sieve
Coarse
75 mm to 19 mm
3-inch to 3/4-inch sieve
Fine
19 mm to 4.75 mm
3/4-inch to #4 sieve
Sand
4.75 mm to 0.075 mm
#4 to #200 Sieve
Coarse
4.75 mm to 2 mm
#4 to #10 Sieve
Medium
2 mm to 0.425 mm
#10 to #40 Sieve
Fine 0.425 mm to 0.075 mm
#40 to #200 Sieve
Passing #200 Sieve
Fines Less than 0.075 mm
Silt Less than 5 pm
N.A.
Clay Less than 2 pm N.A.
Table•. • Sieve Sizes
Standard Penetration Test Resistance
A measure of a soil's plasticity characteristics in
N-value
Atterberg
general accordance with ASTM D4318. The soil
calculated using ASTM D1586 or AASHTO T-
Limits
Plasticity Index (PI) is representative of this
❑
206. Calculated as sum of original, field
characteristic and is bracketed by the Liquid Limit (LL)
recorded values.
PL LL
Moisture
and the Plastic Limit (PL).
percent natural moisture content in general
4u
Unconfined compressive strength, typically
Aestimated from Results
a pocket penetrometer.
accordance with ASTM D2216.
are presented in tons per square foot (tsf).
Hollow Stem Auger Flights on the outside of the shaft advance soil cuttings to the surface. The
hollow stem allows sampling through the middle of the auger flights.
Mud Rotary/ A cutting head advances the boring and discharges a drilling fluid to
Wash Bore support the borehole and circulate cuttings to the surface.
Solid Flight Auger Flights on the outside bring soil cuttings to the surface. Solid stem requires
removal from borehole during sampling.
Hand Auger Cylindrical bucket (typically 3-inch diameter and 8 inches long) attached to a
metal rod and turned by human force.
Descriptor
Meaning
Trace
Likely less than 5%
Few
5 to 10%
Little
15 to 25%
Some
30 to 45%
Mostly
50 to 100%
. •le
5: Descripto
Page I A-6

BUILDING
Geazechnica1, Enrlronmenza1. and Mazer]als Engineers
KEY TO LOGS
Manual Hammer The operator tightens and loosens the rope around a rotating drum assembly to lift
and drop a sliding, 140-pound hammer falling 30 inches.
Automatic Trip Hammer An automatic mechanism is used to lift and drop a sliding, 140-pound hammer
falling 30 inches.
Uses a 15-pound steel mass falling 20 inches to strike an anvil and cause penetration
Dynamic Cone Penetrometer of a 1.5-inch diameter cone seated in the bottom of a hand augered borehole. The
(Sower DCP) ASTM STP-399 blows required to drive the embedded cone a depth of 1-3/4 inches have been
correlated by others to N-values derived from the Standard Penetration Test (SPT).
Non -plastic
Low
Medium
High
A 1/8-inch thread cannot be rolled at any water content.
The thread can barely be rolled and the lump cannot be formed when drier than the
plastic limit.
The thread is easy to roll and not much time is required to reach the plastic limit. The
thread cannot be re -rolled after reaching the plastic limit. The lump crumbles when
drier than the plastic limit. _ _ _
It takes considerable time rolling and kneading to reach the plastic limit The thread
can be re -rolled several times after reaching the plastic limit. The lump can be
formed without crumblina when drier than the plastic limit.
Dry Absence of moisture, dusty, dry to the touch.
Moist Damp but no visible water.
Wet Visible free water, usually soil is below water table.
Table
Stratified Alternating layers of varying material or color with layers at least'/z inch thick.
Laminated Alternating layers of varying material or color with layers less than'/a inch thick.
Fissured Breaks along definite planes of fracture with little resistance to fracturing.
Slickensides Fracture planes appear polished or glossy, sometimes striated.
Blocky Cohesive soil that can be broken down into small angular lumps which resist further
breakdown.
Lensed Inclusion of small pockets of different soils, such as small lenses of sand scattered
through a mass of clay.
Homogeneous Same color and appearance throughout.
Page I A-7

Geosechnica1, Envlronmensal, and Materials Engineers
�'�■ `'
G W - Well -graded gravels, grave[ —sand
w !
mixtures, little or no fines
GP - Poorly -graded gravels, gravel -- sand
Q D�Q°
� o
mixtures, little or no fines
7 U
❑
Q
-
GM - Silty gravels, gravel — sand — silt
c
mixtures
GC - Clayey gravels, gravel — sand — clay
mixtures
;.� SW - Well -graded sands, gravelly sands,
..... , _:j little or no fines
SP - Poorly -graded sands, gravelly sands,
little or no fines
5M - Silty sands, sand — silt mixtures
Asphalt
Aggregate Base
a�PyN1� /! • TC �i
'� z; +• .•'�'r' 'z+:'.
Topsoil
Concrete
coal
CL-ML - Silty Clay
Sandy Clay
KEY TO HATCHES
Clay with Grave[
o R ..t)o Q
. Sand with Gravel
Silt with Gravel
a o D
Gravel with Sand
I
s
F Gravel with Clay
It ft
`•I ` Gravel with Silt
to b
Limestone
f' SC - Clayey sands, sand— clay mixtures Clayey Chert Chalk
YY Y YY
ML - Inorganic silts and very find sands, Law and High x X X x x x rack flour, silty or clayey jive x x x x x xx x x x x x Siltstone
sands or clayey silt with slight plasticity Plasticity Clay
x x x x x x
CL - Inorganic clays of low to medium Low plasticity, gravelly clays, sandy ClaY Plasticity Silt and Till
clays, silty clays, lean clays /
OL - Organic silts and organic silty clays High Plasticity Silt I Sandy Clay with
Po
of low plasticity and Clay Cobbles and Boulders
MH - Inorganic silts, micaceous or Fill Sandstone with Shale
diatomaceous fine sand, or silty soils
CH - Inorganic clays of high plasticity �vn9 ' Weathered Rock # Cora[
Ylt It
MILA
OH - Organic clays of medium to high
plasticity, organic silts Sandstone Boulders and Cobbles
.. .............. ..
+ 1t PT -Peat humus, swamp soils with high Shale Soil and Weathered
organic contents o Rock
Page I A-8

BORING LOCATION PLAN
Page I A-9

i
i
�
y
4
B-01 — Profile A -A'
.... .... M Profile F-F
B-12_ _ Profile B-B'
, El:
- B-03 I
F: I •� i
B-08 B-09 B-19
i
t B-18
•J �
i B-13 .
• iscar axe ' i i
- Mbrj5v
�I
B 21 �3 SPA@ x SF
FFL �.MW I I
-0 +.; B-04
-- -22
B_-17� s ,
` rB-05
I
r I_,
• —xw*;
.;
>aa�kr,
_ Profile G-G' ai L
A,
Profile E-E' Profile D-D' Profile C-C'
4
Boring Location
Boring Location Map
BES Project #:
RD200482
Address:
W. Blanche Street Exd
Drawing Source:
Site Plan - C301
City:
Selma, NC
.
Client:
Adventure Developers, LLC
Figure 1
Project'
Eastfield Crossing Development - Warehouse

SUBSURFACE SOIL PROFILES
Page I A-10

NIN
SE
A
A'
180
180
175
175
170
B-01
B-02
170
N
N
4
4
3
6
165
18
36
165
19
15
160
17
23
160
BT=10.0
BT=10.0
z 155
O
155
w
150
150
145
145
140
140
135
135
0
50
100
150 200
250
Key to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 23455
.'.\A Topsoil
USCS Low
Plasticity Clay
USCS Silt
INN=Standard
BT=Boring Termination, TPT=Test Pit Terminated
AR=Auger Refusal, ER=Excavation Refusal
Eastfield Crossin Develo ment - Warehouse Facilit
9 P
Y
Penetration Test N-Value
Selma, North Carolina
Profile A -A': Subsurface Profile
B-01, B-02
Qu=Unconfined compressive strength estimate
IM USCS Silty Sand from pocket penetrometer test (tsf)
SZ Water Level Reading at time of drilling.
6 p2
1 Water Level Reading after drilling.
PROJECT NO: RD200482 I PLATE NO: A-1 DATE: 9/4/20
0 35
11111111116mm"
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration:4x
Engineers
Geotechnical, Environmental, and Materials En S
Site Map Scale 1 inch equals 215 feet

SIN
NE
B
B'
180
180
175
175
no
B-04
B-03
no
N
N
4 70
4 '0��
10
5
165
165
14
11
17
19
160
160
28
24
BT=10.0
BT=10.0
z 155
O
155
w
150
150
145
145
140
140
135
135
0
50
100
150 200
250
Key to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 23455
6 p3
Topsoil
USCS Low
USCS Clayey Sand
BT=Boring Termination, TPT=Test Pit Terminated
AR=Auger Refusal, ER=Excavation Refusal
Eastfield Crossing Development - Warehouse Facility
Plasticity Clay
N=Standard Penetration Test N-Value
Selma, North Carolina
Profile B-B': Subsurface Profile
Qu=Unconfined compressive strength estimate
from pocket penetrometer test (tsf)
East Parking Lot: B-03, B-04
a Water Level Reading at time of drilling.
drilling.
PROJECT NO: RD200482 I PLATE NO: A-2 DATE: 9/4/20
1 Water Level Reading after
0 35
p411111111116mm"
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration:4x
Geotechnical, Environmental, and Materials En
Engineers
S
Site Map Scale 1 inch equals 215 feet

SIN
NE
C
C,
180
180
--------------------------------------------------------------------------
F.F.E. 176.0 ft.
-----------------------------------------------------------------------------------------
17s
175
170
B-15
B-14
B-13
B-12
N
170
N
N
N
g
24
5 I T.
5 1
4
=
11
9
4
165
17
165
6
10
8
-
21
8
11
12
160
15
60
21
33
42
0 155
5
55
Q
w
w
14
6
7
50
18
150
6
5
5
13T=20.0
BT=20.0
45
14
145
13
140
50+
140
50+
BT=30.0
BT=30.0
135
135
0
50
100
150 200
250 300
350 400 450
Key
to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 234559
Eastfield Crossin Develo ment - Warehouse Facility
P Y
BT=Boring Termination, TPT=Test Pit Terminated
Topsoil USCS Silt plasticity Clay AR=Auger Refusal, ER=Excavation Refusal
IN 11 uscs Low
�
N=Standard Penetration Test N-Value
Selma, North Carolina
Profile C-C' : Subsurface Profile
East Building Pad: B-12, B-13, B-14, B-15
_13177.71
USCS Qu=Unconfined compressive strength estimate
USCS ClayeySand Poorl raded USCS Well -graded
y g Sand Clay from pocket penetrometer test (tsf)
Sand
.. with
PROJECT NO: RD200482 PLATE NO: A-3 DATE: 9/4/20
.'
Q Water Level Reading at time of drilling.
1 Water Level Reading after drilling.
0 55
15
11111111116mm"
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration: 6x
Geotechnical, Environmental, and Materials Engineers
S
Site Map Scale 1 inch equals 335 feet

SIN
NE
D
D'
180
180
--------------------------------------------------------------------------
F.F.E. 176.0 ft. -----------------------------------------------------------------------------------------
17s
175
B-16
N
9
170
5
B-18 B-11
170
B-17
N N
N
6 '�� t., = 4
6
2
_
11 5
165
11
14
26 7
165
15
26
17 17
15
160
21 25
160
26
14 SZ
SZ
z 155
O
20 7
155
>
3
w
3
w
BT=20.0
150
8 21
150
0
BT=20.0
145
11
145
35
140
50+
140
50+
BT=30.0
BT=30.0
135
135
0
50
100
150
200 250 300
350 400 450
Key
to Hatches
Legend
Building & Earth Sciences, Inc.
610 Spring Branch Road, Dunn, North Carolina 28334
6� �A
�� ��.'
A Topsoil
®USCS
Low
Plasticity Clay
BT=Boring Termination, TPT=Test Pit Terminated
USCSClayey Sand AR=Auger Refusal, ER=Excavation Refusal
Eastfield Crossing Development - Warehouse Facility
_Aa
,.,
N=Standard Penetration Test N-Value
Selma, North Carolina
Profile D-D': Subsurface Profile
Center Building Pad: B-11, B-16, B-17, B-18
USCS USCS Qu=Unconfined compressive strength estimate
Poorly -graded Poorly -graded USCS Silt from pocket penetrometer test (tsf)
. ' Sand
Sand with Clay
Q Water Level Reading at time of drilling.
1 Water Level Reading after drilling.
PROJECT NO: RD200482 I PLATE NO: A-4 DATE: 9/8/20
0 55
16
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration: 6x
Geotechnical, Environmental, and Materials Engineers
Site Map Scale 1 inch equals 335 feet

SIN
NE
E
E'
180
180
--------------------------------------------------------------------------
F.F.E. 176.0 ft- -----------------------------------------------------------------------------------------
17s
175
B-22
170
B-23
N
>1
B-21 B-20
B-19 B-10
170
N
3
N N
N N
5
8
px
4 'A1. 5 'Al.
7 '.A ly 4 '.,A ly.
5
8 6
6 4
14
165
7
12 15
I oil
10 9ZZ
16s
10i ./,,
7
10 18
11 19
60
23
19
16 26
21 23
60
Z
Q
10
Q
0
iss
10
6 9
2 10
iss
w
16
so
4
BT=20.0
9 10
9 10
so
BT=20.0 BT=20.0
BT=20.0
145
17
7
145
140
50+
20
140
BT=30.0
BT=30.0
13s
135
0
10
100
150
200 250 300
350 400 450
Key
to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 23455
-10
-A9
A
Topsoil
P
®USCS
Low
Plasticity Clay
BT=Boring Termination, TPT=Test Pit Terminated
USCSClayey Sand AR=Au er Refusal, ER=Excavation Refusal
y y g
Eastfield Crossing Development - Warehouse Facility
•
N=Standard Penetration Test N-Value
Selma, North Carolina
Profile E-E' : Subsurface Profile
West Building Pad: B-70, B-79, B-20, B-27, B-22, B-23
USCS Qu=Unconfined compressive strength estimate
Poorl graded USCS High USCS Silt
y g Plasticity Clay from pocket penetrometer test (tsf)
Sand
SZ Water Level Reading at time of drilling.
2
1 Water Level Reading after drilling.
PROJECT NO: RD200482 I PLATE NO: A-5 DATE: 9/4/20
0 55
_23
11111111116mm"
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration: 6x
Engineers
Geotechnical, Environmental, and Materials En S
Site Map Scale 1 inch equals 335 feet

SIN
NE
F
F
180
180
175
175
B-07
170
N
B-09
170
a 1..
7
N
10
4
3
23
165
11
165
20
11
31
160
BT=10.0
21
160
B T=10.0
z
O
155
155
w
150
150
145
145
140
140
135
135
0 20
40 60
80
100 120 140
160 180 200
Key to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 23455
-09
�� ��.'
Topsoil
®USCS Low
Plasticity clay
USCS Clayey Sand
BT=Boring Termination, TPT=Test Pit Terminated
AR=Auger Refusal, ER=Excavation Refusal
Eastfield Crossing Development Warehouse Facility
Selma, North Carolina
N=Standard Penetration Test N-Value
Profile F-F'• Subsurface Profile
Qu=Unconfined compressive strength estimate
from pocket penetrometer test (tsf)
Loading Bay: B-07, B-09
a Water Level Reading at time of drilling.
1 Water Level Reading after drilling.
PROJECT NO: RD200482 I PLATE NO: A-6 DATE: 9/4/20
0 25
0�%llllll0"
BUILDING & EARTH
Horizontal Scale (feet)
Vertical Exaggeration: 2.5x
Engineers
Geotechnical, Environmental, and Materials En S
Site Map Scale 1 inch equals 150 feet

SIN
NE
G
G'
180
180
175
175
B-05
B-06
170
'.17.
B-08
170
4N
8N
N
12
9
2
3
14
19
165
13
165
12
18
20
19
27
60
BT=10.0
BT=10.0
20
160
B T=10.0
z 155
O
155
w
150
150
145
145
140
140
135
135
0
50
100 150
200 250
300 350
Key
to Hatches
Legend
Building & Earth Sciences, Inc.
1209 Baker Road, Unit 506, Virginia Beach, VA 23455
Topsoil ®Plasticity
USCS Low
Clay USCS Clayey Sand
BT=Boring Termination,R=ExTest Pit Terminated
AR=Auger Refusal, ER=Excavation Refusal
Eastfield Crossing Development - Warehouse Facility
9 P
Y
N=Standard Penetration Test N-Value
Selma, North Carolina
Profile G-G' • Subsurface Profile
Qu=Unconfined compressive strength estimate
USCS Silty Sand
from pocket penetrometer test (tsf)
Loading Bay Driveway: B-05, B-06, B-08
/,3-05
SZ Water Level Reading at time of drilling.
1 Water Level Reading after drilling.
PROJECT NO: RD200482 PLATE NO: A-6 DATE: 9/4/20
0 45
•
Horizontal Scale (feet)
Vertical Exaggeration: 5x
Engineers
Geotechnical, Environmental, and Materials En S
Site Map Scale 1 inch equals 275 feet

BORING LOGS
Page I A-11

LOG OF BORING
Designation: B-01
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Northern Entrance Driveway
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
0.8 TOPSOIL: 9 inches 168.3
0
2
SANDY LEAN CLAY (CL): soft, brown, wet,
?
0
(COASTAL PLAINS)
2
3.5 165.5
165
-0
$
SANDY SILT (ML): very stiff, light gray, moist,
5
10
4.8 (COASTAL PLAINS) 164.2
SANDY LEAN CLAY (CL): very stiff, yellowish
Groundwater encountered at
5
brown, gray, wet, (COASTAL PLAINS)
EL 64
( 1 ) at time of
0
8
.......... '.................
drilling.et
11
..:..:..:. :..:..:..:..:..:.
Cave-in at 8.0 ft.
160
0
5
8
10
9
10.0 159.0
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-02
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Northern Entrance Driveway
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
-0
2
0.7 TOPSOIL: 8 inches 168.3
2
2
;..:.
1 5 SILTY SAND (SM): very loose, brown, fine to 167.5
0
z
". """"""""""'
medium grained, wet, (COASTAL PLAINS)
SANDY LEAN CLAY (CL): medium stiff,
4
165
7
4.0 yellowish brown, moist, (COASTAL PLAINS) 165.0
SANDY SILT (ML): hard, light gray, moist,
5
0
17
19
6.0 (COASTAL PLAINS) 163.0
0
5
SILTY SAND (SM): medium dense, yellowish Q
8
_
br
own, rown, fine to medium grained, moist,
Groundwater encountered at
—
(COASTAL PLAINS)
(CO NS
7 feet (EL 62)
1 at time of
160
0
9
11
......
wet
drilling.
Cave in at 7.0 ft.
10
12
10.0 159.0'.:..::
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-03
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Eastern Parking Lot
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
TOPSOIL: 6 inches
0
2
SANDY LEAN CLAY (CL): soft, gray, moist,
?
0
z
(COASTAL PLAINS)
165
3
medium stiff, brownish yellow
0
3 4
f sti f, gray
5
7_
6.0 162.0
6
CLAYEY SAND (SC): medium dense, yellowish
11
grained, of _ brown, fine to ra d moist,
SZ
160
(COASTAL PLAINS)ium
Groundwater encountered at
L .5 a
(E 160 ) t time of
0
10
light gray, brownish yellow, wet
drillfeet
10
14
10.0 158.0
' .'. ' ':
Cave-in at 7.5 ft.
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
....................:..:..:..
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
135
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-04
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Eastern Parking Lot
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
-0
3
2
TOPSOIL: 5 inches
SANDY LEAN CLAY (CL): soft, brown, moist,
?
0
4
(COASTAL PLAINS)
165
6
ff, reddish sti brown,moist
0
4 6
brown, yellowish brown
5
8
4
very stiff, yellowish brown, gray
Cave-in at 6.0 ft.
0
10
160
6
10
-0
10
18
10.0 158.0
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
....................:..:..:..
Groundwater not
30
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
135
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-05
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Delivery Driveway
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
170
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
3
0.7 TOPSOIL: 8 inches 169.3
'
0
2
SANDY LEAN CLAY (CL): soft, brown, moist,
?
0
(COASTAL PLAINS)
5
ddish eddish brown
stiff, re
4
0
7
5
165
7
Cave-in at 5.0 ft.
6.0 164.0
0
4
..:..:..:..:..:..:..:..:..:.
CLAYEY SAND (SC): medium dense, light gray,
5
7
fine to medium grained, moist, CO
d (COASTAL
—
NS
PLAINS)
4
0
8
10
160
11
10.0 160.0'.'.
Boring Terminated at 10 feet.
15
155
20
150
25
145
Groundwater not
30
140
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-06
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Delivery Driveway
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
170
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
TOPSOIL: 6 inches
0
3
SANDY LEAN CLAY (CL): medium stiff, brown,
5
0
4
moist, (COASTAL PLAINS)
stiff, yellowish brown
5
0
4 7
very stiff
5
165
12
Cave-in at 5.0 ft.
:..:..:..:..:..:.
6.0 164.0
0
3
..:..:..:.
CLAYEY SAND (SC): medium dense, yellowish
8
10
brown, fine to medium grained, moist,
CO PLAINS)
(COASTAL )
8
10
160
0
12
15
10.0 160.0'.'.
Boring Terminated at 10 feet.
15
155
20
150
25
145
Groundwater not
30
140
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-07
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Loading Dock Area
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
170
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
TOPSOIL: 7 inches
0
3
4
SANDY LEAN CLAY (CL): medium stiff, reddish
0
" " " " " " "
brown, moist, (COASTAL PLAINS)
4
stiff
6
3-0
6
10
very stiff
5
165-x
13
. 60 164.0
0
7
:..:..:..:..:..:.
Cave-in at 6.0 ft.
CLAYEY SAND (SC): medium dens e, light
9
11
" " " " " " " "
brown, yellowish brown, fine to medium
grained, moist, (COASTAL PLAINS)
0
dense, light yellowish brown
10
160
14
17
10.0 160.0'.'.
Boring Terminated at 10 feet.
15
155
20
150
25
145
Groundwater not
30
140
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-08
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Delivery Driveway
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
-0
1
0.7 TOPSOIL: 8 inches 168.3
1
1
1.5 SILTY SAND (SM): very loose, brown, fine to 167.5
0
z
" " " " " " "
medium grained, wet, (COASTAL PLAINS)
SANDY LEAN CLAY (CL): soft, yellowish brown,
1
Cave-in at 3.0 ft.
165
3
moist, (COASTAL PLAINS)
0
5
stiff
5
8
6.0 163.0
3-0
4
..:..... ..:..:..:..:..:.
CLAYEY SAND (SC): medium dense, light gray,
12moist,
"' """""
yellowish brown, fine to medium grained,
(COASTAL PLAINS)
160
0
7
8
10
12
10.0 159.0'.'.
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
Groundwater not
30
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-09
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Loading Dock Area
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
TOPSOIL: 7 inches
0
2
?
SANDY LEAN CLAY (CL): soft, reddish brown,
0
" " " " " " "
moist, (COASTAL PLAINS)
2
165
0
3
4.2 164.8
CLAYEY SAND (SC): medium dense, reddish
5
5
6
brown, fine to medium grained, moist,
3
PLAINS)
(COASTAL PLAT
Cave-in at 6.0 ft.
0
7.0 162.0
:
SANDY LEAN CLAY (CL): stiff, light gray, moist,
6
(COASTAL PLAINS)
160
-0
9
very stiff
10
12
10.0 159.0
Boring Terminated at 10 feet.
155
15
150
20
145
25
140
Groundwater not
30
encountered at time of
drilling.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-10
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Northwest Corner
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
2
Sample
0.8 TOPSOIL 168.2.'
1
3
LL: 31
SANDY LEAN CLAY (CL): soft, yellowish brown,
0
1� " "
PL: 15
moist, (COASTAL PLAINS)
z
..:..:..
P 16
e
gray, yellowish brown
2
M: 19.0%
165
0
3
F:56.8%
stiff
Sample
5
6
S 03
M: 17.5%
6.0 163.0
0
5
Sample
S 04
CLAYEY SAND (SC): medium dense, yellowish
7
12
" : : : :
M: 16.6%
brown, gray,fine to medium rained, moist,
g
Sample
(CO PLAINS)
(COASTAL LAT
160
0
ILL: 57
gray, yellowish brown
10
11
12
PL:21
PI: 36
M: 17.9%
F: 23.1
13.5 Q155.5'..
155
0
6
..:.
Sample
S 06
Groundwater encountered at
POORLYGRADED SAND (SP): loose, light gray,
9 9 Y
5
5
M: 18.6%
fine to medium grained, wet, (COASTAL
13.5 feet (EL 155.5) at time of
15
PLAINS)
drilling.
{.
Cave-in at 14.0 ft.
150
0
3
5
20
5
145
0
2
2
25
5
140
-0
medium dense
30
12
8
30.0 139.0
:.'.'
Boring Terminated at 30 feet.
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-11
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - North Central Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
73 Degrees, Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
1
TOPSOIL: 7 inches
-0
2
2
SANDY LEAN CLAY (CL): soft, brown, wet,
0
z
(COASTAL PLAINS)
medium stiff, e brown, yellowish bro moist
3
165
0
1
3
5
4
-
Groundwater encountered at
..:..:..:..:..:..:..:..:.
5 feet (EL 164) at time of
0
6
6.8 162.2
drilling.
CLAYEY SAND (SC): medium dense, yellowish
11
grained, ine wet,
brown, fine to medium g
160
4
(COASTAL P S)
PLAINS)
0
8
gray, yellowish brown
10
17
Cave-in at 11.0 ft.
155
0
5
14.2 154.8
POORLYGRADED SAND (SP): loose, yellowish
15
4
3
brown, fine to medium grained, wet,
(COASTAL PLAINS)
150
0
medium dense, gray, yellowish brown
20
10
11
20.0 149.0;:''';:'
Boring Terminated at 20 feet.
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-12
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Northeast Corner
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/21/20
WEATHER:
9
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
2
Sample
TOPSOIL: 5 inches
i
3
5
"
S 02
ILL: 26
1.5 167.5
SANDY SILT (ML): medium stiff, dark gray,
0
z
1I'
PL: 14
moist, (COASTAL PLAINS)
z
":""':":":":":":":"
P
SANDY LEAN CLAY (CL): soft, grayish brown,
165
8
F 64%/
moist, (COASTAL PLAINS)
0
8
.
Sample
�
very stiff
5
9
S 03
-
Groundwater encountered at
5
M. 18.4%
Sample
6.7 162.3
5 feet (EL 164) at time of
0
11
:..:.
S 04
drilling.
CLAYEY SAND (SC): medium dense, yellowish
10
ILL: 45
PL: 19
medium grained,
8 5 brown, gray, fine to m ra' d, wet, 160.5
(COASTAL PLAINS)
Cave-in at 8.0 ft.
160
-0
$
. . ..
M: 17.2%
F: 22.4%
SA medium den
POORLY GRADED ND (SP): ediu se,
10
7
Sample
light yellowish brown, fine to medium
S 05
grained, wet, (COASTAL PLAINS)
M: 20.0%
155
0
z
:..:..:..:..:..:..:.
loose
15
3
150
$
medium dense
0
20
10
145
0
4
6
25
8
140
0
50/5"
« y>
Sample
09
very dense
30
M: 16.3%
30.0 greenish gray, trace silt
Boring Terminated at 30 feet n T
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-13
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Northeast Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
Z
w
ZZ
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
-0
2
2
TOPSOIL: 5 inches
SANDY SILT (ML): medium stiff, light gray,
3
Groundwater encountered at
0
WOH
"""""""""'
2.5 moist, (COASTAL PLAINS) 165.5
14.5 feet (EL 153.5) at time of
ri ing an stabilized at 1
165
3
SANDY LEAN CLAY (CL): soft, yellowish brown,
feet 167).
f t (EL
3
light gray, moist, (COASTAL PLAINS)
0
4
medium stiff
WOH: Weight of Hammer
5
4
-0
3
5
..:..:..:..:..:..:..:..:..:.
stiff
7
160
8.5 159.5
0
7
..:..:..:..:..:..:..:.
CLAYEY SAND (SC): dense, yellowish brown,
10
14
28
fine to medium grained, moist, (COASTAL
PLAINS)
Cave-in at 12.0 ft.
155
0
4
14.5 Q153.5
..
POORLYGRADED SAND (SP): loose, light
15
3
m grained,
to medium g ine yellowish brown, fine wet,
(COASTAL PLAINS)
150
0
2
1
light gray
20
4
20.0 148.0
:..'::'. .
Boring Terminated at 20 feet.
145
25
140
.................:..:..:..:..
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
135
;..;..;... .
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-14
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Southeast Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
Z
ZZ
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
2
0.8 TOPSOIL: 10 inches 167.2
.''
-0
3
SANDY LEAN CLAY (CL): medium stiff, brown, 1
?
0
4
moist, (COASTAL PLAINS) -
Groundwater encountered at
165
5
stiff, reddish brown, gray
g y
10 feet (EL 158) at time of
3
Sample
drilling and stabilized at 2
0
5
S 03
feet (EL 166).
5
5
M: 17.5%
0
3
..:..:..:..:..:..:..:..:..:..
.....................
Sample
light yellowish brown
5
6
M: 26.5 %
160
Sample
S OSOS
8'5 159.5
CLAYEY SAND SC): dense, brown, fine to
0
7
ILL: 61
14
19
PL: 23
medium grained, moist, (COASTAL PLAINS) Q
10
PI: 38
M: 15.9%
F: 44 %
155
0
3
3
:..:.
se, w
loo et
15
3
Cave in at 15.0 ft.
............................
Sample
150
S 07
18.5 149.5
0
2
r
ILL: NP
PL: NP
POORLY GRADED SAND (SP): loose, light gray,
20
3
PI: NP
20.0 fine to coarse grained, wet, (COASTAL 148.0
M:16.6%
PLAINS)
F 3%
Boring Terminated at 20 feet.
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
135
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-15
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Southeast Corner
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
10
Sam le
TOPSOIL: 2 inches
13
11
SQz
ILL: 25
SANDY LEAN CLAY CL : very stiff, gray, fine
( ) rY 9 Y
0
3
PL: 16
grained, moist, (COASTAL PLAINS)
165
5
6
P 9
stiff
0
2
�.,..,.
M: 17.3%
F 71.2%
medium stiff, yellowish red, grayish brown
3
Sam
5
3
S 03
M: 22.3 %
4
:..:..:..:..:..:..:..:..
Sa of
0
5
S 04
3
M: 19.5%
160
0
6
g
Sample
SOS
very stiff, yellowish bro wn, gray
10
13
M:23.4%
155
13.5 154.5
0
7
7
... ......:..:..:..:..
-
WELL GRADED SAND WITH CLAY (SW SC):
Groundwater encountered at
15
7
medium dense, light yellowish brown, fine to
13.8 feet (EL 154.2) at time of
medium grained, wet, (COASTAL PLAINS)
drilling.
Cave-in at 14.0 ft.
150
0
44
loose
20
145
Sample
08
0
5
L L: 29
s
medium dense, light gray
9
PL:19
25
4
PI: 10
F: 9 %
140
...............
28.5 139.5
SANDY SILT (ML): hard, light bluish gray,
0
50/3"
y>
30
30.0 moist, (COASTAL PLAINS) 138.0
..:..:..:..:..:..:..:..:..:.
Boring Terminated at 30 feet.
Borehole backfilled on date
drilled unless otherwise
135
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-16
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Southwest Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
172
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
5
5
TOPSOIL: 2 inches
SANDY LEAN CLAY (CL): stiff, brown, fine
4
170
-0
z
grained, moist, (COASTAL PLAINS)
2
medium stiff
3
3
0
3
5
3
0
3
stiff, brownish yellow
165
5
6
0
7
very stiff, brownish yellow, gray
12
9.8
162.2
10
14
POORLY GRADED SAND WITH CLAY (SP-SC):
medium dense, light yellowish brown, fine to
medium grained moist, (COASTAL PLAINS)0
6
wet
15
8
Groundwater encountered at
1 15 feet (EL 57) at time of
155
drilling.
Cave-in a t 16.0 ft
0
3
2
very loose
20
1
20.0 152.0
'.
Boring Terminated at 20 feet.
150
25
145
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
140
drilled unless otherwise
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-17
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - South Central Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
168
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
Z
ZZ
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
1
1
TOPSOIL: 5 inches =166
1'S 5
CLAYEY SAND (SC): very loose, brown, fine to
1
Groundwater encountered at
0
medium grained, moist, (COASTAL PLAINS)
11 feet (EL 157) at time of
165
5
g
m
Sample
S
ri and stabilized at 1.1
SANDY LEAN CLAY (CL : stiff, reddish brown,
4
LL 42
fine to medium grained, moist, (COASTAL
eelingL
f t .9 .
)
0
6
PL:19
PLAINS)
5
g
PI: 23
M: 19.9%
F: 64.1 %
0
6
......
Sample
yellowish brown
9
........:..:.
160
.....:........:..:..:..:..
M: 21.2 %
Sample
8.5 159.5
CLAYEY SAND (SC): medium dense, yellowish
0
7
11
SOS
LL:47
10
15
PL: 20
brown, gray, fine to medium grained, moist,
PI: 27
(COASTAL PLAINS)
M: 14.8%
F: 24.2 %
155
13.5 154.5
'
0
1
2
+ :
Sample
S 06
Cave-in at 14.0 ft.
POORLY GRADED SAND (SP): very loose,
15
1
M: 30.2%
yellowish brown, fine to medium grained, wet,
(COASTAL PLAINS)
150
0
WOH
Sample
S 07
very to
loose
W ei ht
OH. Weight of Hammer
20
p
0
M: 32.0 %
4
0
9
24.5 143.5
SANDY SILT (ML): hard, light bluish gray, wet,
25
26
(COASTAL )
CO PLAINS)
140
0
50/3„
30
30.0 138.0
Boring Terminated at 30 feet.
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
135
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-18
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - North Center
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
Z
ZZ
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
0
3
Sample
0.8 TOPSOIL: 9 inches 168.3
3
3
SQz8
Groundwater encountered at
_
SANDY LEAN CLAY CL : medium stiff, brown,
0
3
PL: 16
moist, (COASTAL PLAINS)
11 feet (EL 158) time of
P 12
�ff, e �
stiff, yellowish brown
lat
drilling an stabilized at 1
8
Fi70%8/
4.0 165.0
feet ( 1 )
f t EL 68.
165
0
12
�.:..:..:.. .:..:..:. ..
Sample
SANDY IL ( ) v of
DY SILT ML : very stiff, gray, moist,
5
14
S 0303
(COASTAL PLAINS)
LL:14
8
:..
PL: 12
0
6
PI: 2
7.0 162.0
SANDY LEAN CLAY (CL): very stiff, light brown,
11
M: 11.3%
F: 63.2%
Sample
moist, (COASTAL PLAINS)
160
0
5
7
M: 0%
light yellowishbrown, gray
10
14
Sample
S 05
Q
M: 23.7%
Cave-in at 12.0 ft.
155
-0
1 z
:..:..:.
..:..:..:..:..:.
14.3 154.7
POORLY GRADED SAND (SP): medium dense,
15
8
light brown, fine to medium grained, wet,
(COASTAL PLAINS)
....... ....................
Sample
S-07
150
0
2
3
�....... .. .. ......
ILL: NP
PL: NP
loos
e, light gray se
9 9 Y
20
5
PI: NP
M: 26.2%
.
F: 5
145
5
. .. .. .. .. ..:.
medium dense, fine to coarse grained
0
25
6
140
0
31
»
29.5 very dense 139.5
.'.
30
50/4"
30.0 SANDY SILT (ML): hard, greenish gray, wet, 139.0
..:..:..:..:..:..:..:..:..:..
(COASTAL PLAINS)
Borehole backfilled on date
Boring Terminated at 30 feet.
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-19
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Building Pad - Northwest Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
3
0.8 TOPSOIL: 9 inches 168.3
0
3
SANDY LEAN CLAY (CL): medium stiff, brown,
4
0
z
moist, (COASTAL PLAINS)
ye wn, ray
yellowish brown, 9
4
165
4
stiff, yellowish brown, moist
-0
5
6
3
..:..:..:..:..:..:..:..:..:..
-0
5
6
8.5 160.5
160
0
CLAYEY SAND (SC): medium dense, light
10
11
10
brown, fine to medium grained, moist, SZ
(COASTAL PLAINS)
Groundwater encountered at
1 10 feet (EL 59) at time of
..:..:..:..:..:..:..:..:..:..
drilling.
Cave-in at 12.0 ft.
155
-0
very loose, wet
15
1
18.5 150.5
:.
POORLY GRADED SAND (SP): loose, light gray,
150
0
5
20
4
20.0 fine to medium grained, wet, (COASTAL 149.0
.'
PLAINS)
Boring Terminated at 20 feet.
..:..:..:..:..:..:..:..:..:..
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-20
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME: Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER: RD200482
DRILLING METHOD: Hollow Stem Auger
EQUIPMENT USED: CME 550
HAMMERTYPE: Manual
BORING LOCATION: Building Pad - Northwest Central Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
1
TOPSOIL: 7 inches
-0
2
3
SANDY LEAN CLAY (CL): medium stiff, brown,
0
z
moist, (COASTAL PLAINS)
reddish brown
4
165
0
6
stiff
5
9
6.0 163.0
4
CLAYEY SAND (SC): medium dense, gray, Q
11
yellowish brown, fine to medium grained,
Groundwater encountered at
moist (COASTAL PLAINS)
,
8.5 160.5
.', .'
1 ) at time of
7 feet EL 62
160
0
9
drilling.
d
SANDY LEAN CLAY (CL): very stiff, light gray,
10
17
brown, wet, (COASTAL PLANS)
Cave-in at 11.0 ft.
13.5 155.5
155
0
4
POORLY GRADED SAND (SP): loose, light
15
5
brown, fine to medium grained, wet,
(COASTAL PLAINS)
150
0
5
5
`
Boring Terminated at 20 feet.
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-21
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME: Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER: RD200482
DRILLING METHOD: Hollow Stem Auger
EQUIPMENT USED: CME 550
HAMMERTYPE: Manual
BORING LOCATION: Building Pad - Northwest Central Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/20/20
WEATHER:
80 Degrees, Partly Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
z
w
zz
H
n w
10 20 30 40
Q
V
A Qu (tsf) A
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
1
TOPSOIL: 7 inches
0
2
?
SANDY LEAN CLAY (CL): soft, brown, moist,
0
4
(COASTAL PLAINS)
b r wn
medium stiff, brown, reddish brown, moist
4
165
-0
5
stiff, grayish brown
5
7
3
..:..:..:..:..:..:..:..:..:..
0
4
6
160
0
6
very stiff, yellowish brown, wet
Groundwater encountered at
10
10
9 feet (EL 160) at time of
drilling.
13.5 155.5
Cave-in at 13.0 ft.
POORLY GRADED SAND (SP): loose, light
155
0
3
15
3
brown, fine to medium grained, wet,
(COASTAL PLAINS)
150
0
4
5
20
4
20.0 149.0,':;::;
Boring Terminated at 20 feet.
145
25
140
30
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-22
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME: Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER: RD200482
DRILLING METHOD: Hollow Stem Auger
EQUIPMENT USED: CME 550
HAMMERTYPE: Manual
BORING LOCATION: Buiding Pad - West Side
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
170
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
-0
1
0.8 TOPSOIL: 10 inches 169.2
1
2
1.5 SANDY LEAN CLAY (CL): soft, light brown, 168.5
0
3
moist, (COASTAL PLAINS)
CLAYEY SAND (SC): loose, yellowish brown,
5
5
fine to medium grained, moist, (COASTAL
0
6
PLAINS)
5
165
8
medium dense
3
-0
4
6
loose
7
medium dense
0
9
10
160
10
Q
Groundwater encountered at
1 11 feet (EL 59) at time of
drilling.
..:..:..:..:..:..:..:..:.
13.5 156.5
Cave-in at 13.0 ft.
POORLY GRADED SAND (SP): loose, light
0
4
5
5
brown, fine to medium grained, wet,
15
155
(COASTAL PLAINS)
0
3
medium dense
20
150
7
9
20.0 150.0
.
Boring Terminated at 20 feet.
25
145
30
140
..:..:..:..:..:..:..:..:..:.
Borehole backfilled on date
drilled unless otherwise
noted.
Consistency/Relative Density
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LOG OF BORING
Designation: B-23
Sheet 1 of 1
Geotechnical, Environmental, and Materials Engineers
PROJECT NAME:
Eastfield Crossing Development - Warehouse Facility
PROJECT NUMBER:
RD200482
DRILLING METHOD:
Hollow Stem Auger
EQUIPMENT USED:
CME 550
HAMMERTYPE:
Manual
BORING LOCATION:
Buiding Pad - Southwest Corner
610 Spring Branch Road
Dunn, North Carolina 28334
Office: (910) 292 - 2085
LOCATION:
Selma, North Carolina
DATE DRILLED:
8/19/20
WEATHER:
76 Degrees, Cloudy
ELEVATION:
169
DRILL CREW:
J&L Drilling
LOGGED BY:
M.Lumpkin
❑ N-Value ❑
w
H
w
10 20 30 40
V
A Qu (tsf) A
z
zz
n
Q
O
J
J
w 2
1 2 3 4
SOIL DESCRIPTION
_
REMARKS
1 Atterberg Limits I
a
Q
a
0-
m
p
w
<
Z
20 40 60 80
Q
l7
• % Moisture •
w
`^
20 40 60 80
3
TOPSOIL: 3 inches
-0
3
........
SANDY LEAN CLAY (CL): medium stiff, brown,
?
0
3
"""""""""""
moist, (COASTAL PLAINS)
2
2
3
5
4
Sample
S 04
6.0 163.0
0
3
ILL: L 57
PL26
SANDY FAT CLAY (CH): medium stiff,
4
PI: 31
yellowish brown, moist, (COASTAL PLAINS)
M:26.2%
85 160.5
5
160
0
�..,..,
Sample
CLAYEY SAND (SC): medium dense, brown,
10
9
14
S 05
fine to medium grained, moist, (COASTAL
M:17.3%
PLAINS)
Sample
Q-in
at
155
-0
5
P� 22
loose, light brown, fine to medium grained,
Groundwater encountered at
15
5
PI: 46
wet
13.5 feet (EL 155.5) at time of
M: 21.4%
drilling.
F: 23
18.5 150.5
150
0
2
�
Sample
S07
POORLY GRADED SAND (SP): loose, light
20
2
2
: ;
M: 22.1 %
brown, fine to medium grained, wet,
(COASTAL PLAINS)
145
0
.. .. ..
medium dense, yellowish brown, fine to
25
10
coarse grained
140
0
14
................... y�
7 very dense
29. 139.3
'
30
50/2"
SANDY SILT (ML): hard, light bluish gray,
..:..:..:..:..:..:..:..:.
moist, (COASTAL PLAINS)
Borehole ac i e on a to
Boring Terminated at 30 feet.
n T
drilled unless otherwise
noted.
Consistency/Relative Density
135
based on correction factor
for Manual hammer.
SAMPLE TYPE N Split Spoon
N-VALUE STANDARD PENETRATION RESISTANCE (AASHTO T-206) REC RECOVERY LL: LIQUID LIMIT M: NATURAL MOISTURE CONTENT
% MOISTURE PERCENT NATURAL MOISTURE CONTENT RQD ROCK QUALITY DESIGNATION PL: PLASTIC LIMIT F: PERCENT PASSING NO. 200 SIEVE
SZ GROUNDWATER LEVEL IN THE BOREHOLE AT TIME OF DRILLING UD UNDISTURBED PI: PLASTICITY INDEX
1 STABILIZED GROUNDWATER LEVEL Qu POCKET PENETROMETER UNCONFINED COMPRESSIVE STRENGTH
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL
Tuscaloosa, AL • Columbus, GA • Louisville, KY • Raleigh, NC • Dunn, NC
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK
Oklahoma City, OK 9 DFW Metroplex, TX 9 Virginia Beach, VA

LABORATORY TEST PROCEDURES
A brief description of the laboratory tests performed is provided in the following sections.
DESCRIPTION OF SOILS (VISUAL -MANUAL PROCEDURE) (ASTM D2488)
The soil samples were visually examined by our engineer and soil descriptions were
provided. Representative samples were then selected and tested in accordance with the
aforementioned laboratory -testing program to determine soil classifications and
engineering properties. This data was used to correlate our visual descriptions with the
Unified Soil Classification System (USCS).
NATURAL MOISTURE CONTENT (ASTM D2216)
Natural moisture contents (M%) were determined on selected samples. The natural moisture
content is the ratio, expressed as a percentage, of the weight of water in a given amount of
soil to the weight of solid particles.
ATTERBERG LIMITS (ASTM D4318)
The Atterberg Limits test was performed to evaluate the soil's plasticity characteristics. The soil
Plasticity Index (PI) is representative of this characteristic and is bracketed by the Liquid Limit
(LL) and the Plastic Limit (PL). The Liquid Limit is the moisture content at which the soil will
flow as a heavy viscous fluid. The Plastic Limit is the moisture content at which the soil is
between "plastic" and the semi -solid stage. The Plasticity Index (PI = LL - PL) is a frequently
used indicator for a soil's potential for volume change. Typically, a soil's potential for volume
change increases with higher plasticity indices.
MATERIAL FINER THAN NO. 200 SIEVE BY WASHING (ASTM D 1140)
Grain -size tests were performed to determine the partial soil particle size distribution. The
amount of material finer than the openings on the No. 200 sieve (0.075 mm) was determined
by washing soil over the No. 200 sieve. The results of wash #200 tests are presented on the
boring logs included in this report and in the table of laboratory test results.
Page I A-12

LABORATORY TEST RESULTS
The results of the laboratory testing are presented in the following table.
B-10
1.5 - 3.0
19.0
31
15
16
57
CL
B-10
3.5 - 5.0
17.5
B-10
6.0 - 7.5
16.6
B-10
8.5 - 10.0
17.9
57
21
36
23
SC
B-10
13.5 - 15.0
18.6
B-12
1.5 - 3.0
18.6
26
14
12
64
CL
B-12
3.5 - 5.0
18.4
B-12
6.0 - 7.5
17.2
45
19
26
22
SC
B-12
8.5 - 10.0
20.0
B-12
28.5 - 30.0
16.3
B-14
3.5 - 5.0
17.5
B-14
6.0 - 7.5
26.5
B-14
8.5 - 10.0
15.9
61
23
38
44
SC
B-14
18.5 - 20.0
16.6
NP
NP
NP
3
B-15
1.5 -3.0
17.3
25
16
9
71
CL
B-15
3.5 - 5.0
22.3
B-15
6.0 - 7.5
19.5
B-15
23.5 - 25.0
19.5
29
19
10
9
SW -SC
B-17
3.5 - 5.0
19.9
42
19
23
64
CL
B-17
6.0-7.5
21.2
B-17
8.5 - 10.0
14.8
47
20
27
24
SC
B-17
13.5 - 15.0
30.2
B-17
18.5 - 20.0
32.0
B-18
1.5 - 3.0
19.8
28
16
12
70
CL
B-18
3.5 - 5.0
11.3
14
12
2
63
ML
B-18
6.0 - 7.5
17.0
B-18
8.5 - 10.0
23.7
B-18
18.5 - 20.0
26.2
NP
NP
NP
5
SP
B-23
6.0 - 7.5
26.2
57
26
31
57
CH
B-23
8.5 - 10.0
17.3
B-23
13.5 - 15.0
21.4
68
22
46
23
SC
TABLE L-1: General Soil Classification Test Results
Soils with a Liquid Limit (LL) greater than 50 and Plasticity Index (PI) greater than 25 usually exhibit
significant volume change with varying moisture content and are considered to be highly plastic

LABORATORY TEST RESULTS
The results of the laboratory testing are presented in the following table.
TABLE L-1: General Soil Classification Test Results
Soils with a Liquid Limit (LL) greater than 50 and Plasticity Index (PI) greater than 25 usually exhibit
significant volume change with varying moisture content and are considered to be highly plastic

CALCULATIONS
Page I A-14

F -J
Unit
Sat. Unit
Es
Eur
Material Name
Color
Weight
Weight
(ksf)
(ksf)
Cc
Cr
OCR
e0
(kipsift3)
(kipsfft3)
New Structural Fill - CL
®
0.115
0.12
-
-
0.1827
0.0216
6
0.72
Stiff Sandy Lean Clay (CL)
■
0.118
0.126
-
-
0.15
0.015
3
0.56
Medium Dense SP-SC
❑
0.12
0.135
1000
1000
-
-
-
-
Loose SP-SC
❑
0.12
0.135
300
300
-
-
-
-
Hard Silt(ML)
®
0.11
0.115
-
-
0.25
0.048
2
0.6
Medium Stiff Sandy Lean Clay
■
0.118
0.126
-
-
0.122
0.011
1.5
0.498
(C L)
0 10 20
Total Settlement
-- -I_ - --- (in)
0.11
0.22
0.33
0.44
_ 0.55
--�_- 0.66
0.77
0.88
0.99
- ----------__ 1.1C
max (stage): 1.05 it
max (all): 1.05 it
I
RD200482 Eastfield Crossing Development - Warehouse Facility
BUILDING+ • Ana/ysisDescnotion Settlement Analysis
Drawn By IRE Company Building and Earth Sciences, Inc.
Geotechnical, Environmental, and MaLerials Engineers
;ETTLE3D 4.023
Date 9/10/2020, 3:53:55 PM File Name Settlement at B-15.s3z

Unit
Sat. Unit
Es
Eur
Material Name Color
Weight
Weight
(ksf)
(ksf)
Cc
Cr
OCR
e0
(kipsfft3)
(kipsift3)
New Structural Fill - CL ®
0.115
0.12
-
-
0.1827
0.0216
6
0.72
Stiff to Very Stiff Sandy Lean Clay ■
0.118
0.126
-
-
0.15
0.015
3
0.56
(CL)
Medium Dense Clayey Sand (SC) ❑
0.12
0.135
1000
1000
-
-
-
-
Loose Clean Sand (SP) ❑
0.1
0.118
300
300
-
-
-
-
Medium Stiff Sandy Lean Clay ■
0.118
0.126
-
-
0.122
0.011
1.5
0.498
(CL)
0
Geotechnical, Environmental, and Materials Engineers
ice
20
Total Settlement
(in)
— 0.0C
0.14
0.28
0.42
0.56
0.7C
0.84
0.98
1.12
1.26
1.4C
max (stage): 1.31 it
max (all): 1.31 it
RD200482 Eastfield Crossing Development - Warehouse Facility
sDesciiption Settlement Analysis
BY IRE Company Building and Earth Sciences, Inc.
9/10/2020, 3:53:55 PM File Name Settlement at B-16.s3z

Unit
Sat. Unit
Es
Eur
Material Name
Color
Weight
Weight
(ksf)
(ksf) Cc
Cr
OCR
e0
(kipsfft3)
(kipsift3)
New Structural Fill - CL
®
0.115
0.12
-
- 0.1827
0.0216
6
0.72
Stiff Sandy Lean Clay (CL)
0.118
0.126
-
- 0.15
0.015
3
0.56
Medium Dense Clayey Sand (SC)
❑
0.12
0.135
1000
1000 -
-
-
-
Loose Clean Sand (SP)
❑
0.1
0.118
300
300 -
-
-
-
Hard Silt(ML)
■
0.115
0.12
-
- 0.25
0.048
2
0.6
10 20
Geotechnical, Environmental, and Materials Engineers
Total Settlement
(in)
— 0.0C
0.11
0.22
0.33
0.44
0.55
0.66
0.77
0.88
0.99
1.1C
max (stage): 1.02 it
max (all): 1.02 it
M
RD200482 Eastfield Crossing Development - Warehouse Facility
sDesciiption Settlement Analysis
BY IRE Company Building and Earth Sciences, Inc.
9/10/2020, 3:53:55 PM File Name Settlement at B-17.s3z

r- Geotechnical-Engineering Report ---)
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the
specific needs of their clients. A geotechnical-engineering
study conducted for a civil engineer may not fulfill the needs of
a constructor a construction contractor or even another
civil engineer. Because each geotechnical- engineering study
is unique, each geotechnical-engineering report is unique,
prepared solely for the client. No. one except you should rely on
this geotechnical-engineering report without first conferring
with the geotechnical engineer who prepared it. And no one
— not even you — should apply this report for any purpose or
project except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on
a geotechnical-engineering report did not read it all. Do
not rely on an executive summary. Do not read selected
elements only.
Geotechnical Engineers Base Each Report on
a Unique Set of Project -Specific Factors
Geotechnical engineers consider many unique, project -specific
factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk -management
preferences; the general nature of the structure involved, its
size, and configuration; the location of the structure on the
site; and other planned or existing site improvements, such as
access roads, parking lots, and underground utilities. Unless
the geotechnical engineer who conducted the study specifically
indicates otherwise, do not rely on a geotechnical-engineering
report that was:
• not prepared for you;
• not prepared for your project;
• not prepared for the specific site. explored; or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing
geotechnical-engineering report include those that affect:
• the function of the proposed structure, as when it's changed
from a parking garage to an office building, or from a light -
industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or weight
of the proposed structure;
the composition of the design team; or
project ownership.
As a general rule, always inform your geotechnical engineer
of project changes —even minor ones and request an
assessment of their impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur because
their reports do not consider developments of which they were
not informed.
Subsurface Conditions Can Change
A geotechnical-engineering report is based on conditions that
existed at the time the geotechnical engineer performed the
study. Do not rely on a geotechnical-engineeringreport whose
adequacy may have been affected by: the passage of time;
man-made events, such as construction on o.r adjacent to the
site; or natural events, such as floods, droughts, earthquakes,
or groundwater fluctuations. Contact the geotechnical engineer
before applying this report to determine if it is still reliable. A
minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory
data and then apply their professional judgment to render
an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ sometimes
significantly — from those indicated in your report. Retaining
the geotechnical engineer who developed your report to
provide geotechnical-construction observation is the most
effective method of managing the risks associated with
unanticipated conditions.
A Report's Recommendations Are Not Final
Do not overrely on the confirmation -dependent
recommendations included in your report. Confirmation -
dependent recommendations are not final, because
geotechnical engineers develop them principally from
judgment and opinion. Geotechnical engineers can finalize
their recommendations only by observing actual subsurface
conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume
responsibility or liability for the report's confirmation -dependent
recommendations if that engineer does not perform the
geotechnical-construction observation required to confirm the
recommendations' applicability.
A Geotechnical-Engineering Report Is Subject
to Misinterpretation
Other design -team members' misinterpretation of
geotechnical-engineering reports has resulted in costly
Page I A-15

problems. Confront that risk by having your geotechnical
engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical
engineer to review pertinent elements of the design team's
plans and specifications. Constructors can also misinterpret
a geotechnical-engineering report. Confront that risk by
having your geotechnical engineer participate in prebid and
preconstruction conferences, and by providing geotechnical
construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs
based upon their interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs included in a
geotechnical-engineering report should never be redrawn
for inclusion in architectural or other design drawings, Only
photographic or electronic reproduction is acceptable, but
recognize that separating logs from the report can elevate risk.
Give Constructors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they
can make constructors liable for unanticipated subsurface
conditions by limiting what they provide for bid preparation.
To help prevent costly problems, give constructors the
complete geotechnical-engineering report, but preface it with
a clearly written letter of transmittal. In that letter, advise
constructors that the report was not prepared for purposes
of bid development and that the report's accuracy is limited;
encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/
or to conduct additional study to obtain the specific types of
information they need or prefer. A prebid conference can also
be valuable. Be sure constructors have sufficient time to perform
additional study, Only then might you be in a position to
give constructors the best information available to you,
while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and constructors fail to
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding
has created unrealistic expectations that have led to
disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include
a variety of explanatory provisions in their reports. Sometimes
labeled "limitations," many of these provisions indicate where
geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Environmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform
an environmental study differ significantly from those used to
perform a geotechnical study. For that reason, a geotechnical-
engineering report does not usually relate any environmental
findings, conclusions, or recommendations; e.g„ about
the likelihood of encountering underground storage tanks
or regulated contaminants. Unanticipated environmental
problems have led to numerous project failures. If you have not
yet obtained your own environmental information,
ask your geotechnical consultant for risk -management
guidance, Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal
with Mold
Diverse strategies can be applied during building design,
construction, operation, and maintenance to prevent
significant amounts of mold from growing on indoor surfaces.
To be effective, all such strategies should be devised for
the express purpose of mold prevention, integrated into a
comprehensive plan, and executed with diligent oversight by a
professional mold -prevention consultant, Because just a small
amount of water or moisture can lead to the development of
severe mold infestations, many mold- prevention strategies
focus on keeping building surfaces dry. While groundwater,
water infiltration, and similar issues may have been addressed
as part of the geotechnical- engineering study whose findings
are conveyed in this report, the geotechnical engineer in
charge of this project is not a mold prevention consultant;
none of the services performed in connection with the
geotechnical engineer's study were designed or conducted for
the purpose of mold prevention. Proper implementation of the
recommendations conveyed in this report will not of itself be
sufficient to prevent mold from growing in or on the structure
involved.
Rely, on Your GBC-Member Geotechnical Engineer
for Additional Assistance
Membership in the Geotechnical Business Council of the
Geoprofessional Business Association exposes geotechnical
engineers to a wide array of risk -confrontation techniques
that can be of genuine benefit for everyone involved with
a construction project. Confer with you GBC-Member
geotechnical engineer for more information.
GEOTECHNICAL
BUSINESS COUNCIL
iffH4CJJ� of dw GeoprofenionWBusinw Assodadon
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone.[phone] Facsimile:301/589-2017
e-mail; [e-mail] www,geoprofessionatorg
Copyright M H by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document or its contents, in whole or in part,
by any means }whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document
is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review_ Only members of GBA may use
this document as a complement to or as an element of a geotechnical-engineering report. Any other firm, individual, or other entity that so uses this document without
being a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation.
Page I A-16