SWA000201_Soils/Geotechnical Report_20230417

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Geotechnicaland Construction Materials Testing Services
December 6, 2022
Capital Civil Engineering
PO Box 1000
Apex, NC 27502
Attn: Mr. Michael McQuillen, PE
Re: Updated Report of Subsurface Investigation
East Coast Logistics Warehouse
453 Rooms to Go Way
Dunn, North Carolina
GeoTechnologies Project No. 1-22-0764-EA
Dear Mr. McQuillen,
GeoTechnologies, Inc. has completed the authorized investigation to evaluate subsurface soil conditions
for the above referenced project in Dunn, North Carolina. This report updates our previous report dated September
13, 2022. Subsurface conditions at the site were investigated by completing twenty three soil test borings at the
approximate locations shown on the attached Figure 1. The borings were advanced to depths between 10 and 20
feet below the existing ground surface. The boring locations were established in the field using a handheld Trimble
GPS and should be considered approximate. Approximate elevations were obtained from a provided Autocad site
plan. The borings were completed using an all -terrain drill rig utilizing standard penetration testing (SPT)
procedures with an autohammer at selected intervals to evaluate the consistency and density of the subsurface
soils. This report presents the findings of our investigation and our recommendations concerning site grading and
foundation support.
SITE & PROJECT INFORMATION
The property is an approximately 138.5 acre parcel of land located at 453 Rooms to Go Way in Dunn,
North Carolina. Site topography varies from about 190 to 205 ft. A cell tower with a gravel access road off Rooms
to Go Way is located in the northwest portion of the site. The rest of the site is currently being used for agricultural
purposes and had cotton planted at the time of our investigation.
The proposed development will include construction of two warehouse type buildings, one will be
approximately 247,860 sf and the other 1,036,800 sf. Additional development will include paved parking/access
roads and loading dock areas along with two stormwater management ponds. Site grading and structural loads
have not been provided at this time, however, we anticipate grading to include cuts/fills of up to 5 feet and
moderate structural loads.
3200 Wellington Ct., Ste. 108 • Raleigh, NC 27615 • Phone [phone] • Fax [phone] • www.geotechpa.com • License No. C-0894

Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 2
AREA GEOLOGY
The site is located in the Coastal Plain Physiographic and Geologic Province of North Carolina. The near
surface soils in the area of the site generally consist of sands, clays, and silts which have eroded from the Piedmont
Uplands and been deposited by streams. More specifically, the site is located within the boundary of the
Middendorf and Cape Fear Geologic Formations which are comprised of sands, sandstones, and mudstones which
were deposited during the Cretaceous Period approximately 63 to 138 million years ago. Frequent migration of
the shoreline over the last two million years have redistributed the sedimentary soils originally deposited by
streams and has resulted in the fairly Coastal Plain topography.
SUBSURFACE CONDITIONS
Generalized subsurface profiles were prepared from the test boring data as Figures 2A and 213 to
graphically illustrate subsurface conditions encountered during the investigation. More detailed descriptions of
the conditions encountered at the boring locations are presented on the attached boring records.
Topsoil and tilled sandy soil were encountered in each boring extending to a depth of up to 18 inches
below the existing ground surface. Underlying the topsoil/tilled soils, deposits of sands with varying amounts of
silt and clay and sandy clay were encountered to the boring termination depths of 10 to 20 feet. The soils exhibited
SPT resistances between 1 and 45 blows per foot (bpf), indicative of very loose to dense relative density in the
sands and soft to stiff consistency in the clays.
Groundwater was encountered in multiple borings at depths between 2 and 16 feet upon borings
completion and after a stabilization period. However, it should be noted that the near surface soils are fine grain
materials which are conducive to the development of a temporarily higher perched groundwater condition.
Regional groundwater levels can also fluctuate with seasonal and climatic changes and may be different at other
times.
LABORATORY TESTING
A sample was collected near boring B-2 and transported to our laboratory for testing. Laboratory testing
included natural moisture content testing (ASTM D-2216), Atterberg limits testing (ASTM D-4318), particle size
distribution testing (ASTM D-6913), standard Proctor testing (ASTM D-698) and CBR (ASTM D-1883). The test
results attached to the end of the report and summarized below:
Laboratory Test Summary Table
Atterberg
Standard
CBR
Fines
Moisture
Depth
Limits
Proctor
Sample
(ft)
o
(/a passing
Content
MDD
OM
0.1"
0.2"
Swell
LL
PI
200)
(%)
(pcf)
(%)
B-2
1-3
NP
NP
29.3
11.6
122.4
11.5
13.9
21.5
0.1
NP = Non -Plastic
2 GeoTechnologies, lnc.

Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 3
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface conditions.
Once site grading plans and structural loads are developed, we would appreciate being provided with that
information so that these recommendations can be confirmed, extended, or modified as necessary. Additionally,
should subsurface conditions adverse to those indicated by this report be encountered during construction, those
differences should be reported to us for review and comment.
Site Grading Considerations: Site grading should begin with clearing and stripping of all topsoil and
vegetation within the limits of the proposed construction. Topsoil thicknesses may vary from those noted in the
boring logs. Also, the near surface soils have been tilled and organics may be encountered deeper than expected.
Following stripping and clearing, all areas at grade or which are designated to receive fill should be proof rolled
for stability with a partially loaded tandem axel dump truck in the presence of a geotechnical engineer to identify
areas necessitating repairs. Repairs should be performed as directed by the engineer.
The methods used for stripping along with the time of year that the site is graded will have a significant
impact on the stability of the subgrade soils. Subgrade disturbance can be reduced by stripping the site with light
tracked equipment, and we recommend that rubber tired equipment with concentrated wheel loads be kept off the
subgrade. However, even light tracked equipment will damage the subgrade in softer areas, and the contractor
should be prepared to clear, undercut, and fill in stages thus providing a stable working platform for the equipment.
Our borings indicate that the need for undercut repairs following stripping will typically be about 0.5 to 3 feet.
We recommend that the contractor perform any required undercut with a smooth bladed bucket to
minimize subgrade disturbance. All backfill and the initial soil lift should consist of a minimum thickness of clean
sand on the order of 24 to 30 inches. The contractor should identify a source of relatively clean sand with less than
5% passing the number 200 sieve for use in stabilizing the site. Once the full thickness of stabilizing fill is in
place, the sand lift should be compacted with a vibratory roller. After stabilization, the stockpile soils (excluding
topsoil) and any other approved soils can be used for backfilling operations.
Fill Induced Settlements: Fill placement of more than 6 feet in the building areas will result in settlement
which should be allowed to subside before construction begins. As such, we recommend that the project surveyors
establish monitoring points in deep fill areas (any area with more than 6 feet) of the building pads to verify that
fill induced settlements have subsided. Based on experience, we anticipate that the monitoring period will not
exceed 30 days following the completion of filling. Because fill induced settlements will subside before paving
operations, monitoring these areas is not necessary.
Fill Materials & Compaction Recommendations: The on -site soils, excluding topsoil, should be suitable
for reuse as structural fill. Highly plastic clays were encountered in just a few of the borings. Any highly plastic
clay should be restricted at least 3 feet below building pad subgrades and 12 inches below paved area subgrades
due to its high shrink -swell potential. Highly plastic clays can also be used for pond embankments and pond liner
material. If off -site borrow is required, low plasticity clays, sands, or silts with Unified Soil Classification of CL,
GeoTechnologies, Inc.

Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 4
SM, SC, and ML may be used for structural fill. Quarry processed material such as processed fill may also be
used.
A standard backfill compaction recommendation for soils placed in structural areas is to compact the
material to at least 95% of the standard Proctor maximum dry density, except at subgrade elevations where the
compaction should be at least 98% of the standard Proctor maximum dry density. In order to achieve proper
density and stability, soil moisture contents should be maintained within 2% of the optimum moisture content,
which may require some drying or the addition of moisture. Non-structural areas should have some compaction
effort when filling. We recommend that fill in non-structural areas be compacted to at least 85% of the standard
Proctor maximum dry density, if some post -construction settlement is acceptable.
Temporary Excavations: Temporary excavations should be designed in accordance with OSHA
guidelines assuming that the on -site soils can be classified as Type `B" soils for the cohesive soils (clays) and "C"
for the sandy soils and fill. Excavations exceeding 20 feet in depth must be designed by an engineer. Once open,
all excavations should be observed on a daily basis by qualified personnel.
Dewatering Considerations: Groundwater was encountered during the drilling at depths between 2 and
16 feet. Dewatering is ultimately the responsibility of the contractor, however, it is common for a contractor
to use a sump pump to remove any water during utility trenching. Furthermore, the contractor may need to use
6 to 12 inches of uniformly graded washed #57 or #67 stone be placed beneath the pipe to help provide a
stabilized subgrade for the pipe.
Permanent Slopes: In this geology, dry and well compacted unreinforced fill slopes built at 3H:1V are
stable without exception. Steeper fill slopes can be used with properly designed and installed geosynthetic
reinforcement. Cut slopes should also be about 3H:1V or flatter. Any water encountered on the face of slopes
should be brought to the attention of the geotechnical engineer so that necessary provisions can be made.
Segmental Walls: The sandy soils (SC-SM) may be considered for use in the reinforced zone of segmental
walls, however, additional testing will be required to be able to determine if it can be used. CABC base course
stone, washed stone, granular processed fill, or screenings are generally used in place of on -site soils. These can
typically be imported from local quarries in surrounding areas.
We recommend that all retaining wall designs include an assessment of global stability to include tiered
walls and walls located in or on slopes. These analyses should be considered part of the wall design package, and
designs which do not explicitly address global stability should not be considered complete. Additionally, all wall
designs should include appropriate drainage provisions both directly behind the face block as well as behind the
reinforced zone.
Foundation Design: The results of our test borings indicate that, following the repair of any unsuitable
near surface soils, the subsurface conditions on the site are suitable for the use of shallow spread footing
foundations. Assuming that the site is prepared as directed, foundations may be designed for an allowable bearing
pressure of 2,000 psf subject to the restriction that column and wall footings have least dimensions of not less than
24 and 16 inches, respectively. These foundations may bear at nominal depth below finished exterior grade in
GeoTechnologies,Inc.
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Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 5
undisturbed soils or in properly compacted fill except that a minimum embedment depth of not less than 12 inches
for exterior footings is recommended for frost protection. GeoTechnologies recommends that all foundations
excavations be carefully evaluated by a geotechnical engineer to verify that suitable bearing materials have been
encountered. Should foundations need to be extended to provide adequate bearing, we recommend that over -
excavated footings be backfilled to design bearing elevation utilizing uniformly graded 957 or 967 washed stone.
The attached Figures 3 and 4 depict preliminary estimated settlements. Once structural loads and site
grading plans are available, GeoTechnologies should be provided with that information so that additional
settlement estimates can be performed. If estimated settlements exceed one inch due to the anticipated loads,
consideration can be given to additional dilatometer testing (DMT) which provides additional information in the
soil modulus for refined settlement estimates or support of the structures on aggregate piers. An alternative to
aggregate piers would be the use of timber piles for foundation support. Additional, deeper borings would required
to provide additional recommendations for timber pile support.
Aggregate Pier Considerations: If estimated settlements exceed tolerable limits for a traditional shallow
foundation, then a ground improvement method such as aggregate piers or rigid inclusions can be considered.
Aggregate piers/rigid inclusions are proprietary design build systems that typically include internal design review
and field quality control by the installer. As such, the role of the geotechnical engineer is limited to providing soil
data which is interpreted by the specialty contractor. Unlike most conventional pile systems in the area, these
foundations do not reduce settlement to some negligible value, but when properly designed are intended to limit
settlement to a given criteria. Typical allowable bearing pressures for aggregate pier design are variable, however,
5,000 to 8,000 psf is not uncommon. If aggregate piers/rigid inclusions are used, it is the responsibility of the
specialty contractor to verify that the design model selected is appropriate for the foundation configuration,
planned grading, and site geology. This includes superposition of foundation loading as necessary and accounting
for any fill induced settlements. If aggregate piers/rigid inclusions are considered, we can review the design build
submittal for typical design approaches if you wish. Furthermore, additional, deeper borings would be needed to
be performed to provide additional data for design of drilled piers.
Slab -on -Grades: We recommend that slabs -on -grade for the structure are designed for an assumed
subgrade modulus of 100 pci (for a 1 foot by 1 foot area). This assumes that subgrades will be compacted to a
minimum of 98% of the standard Proctor maximum dry density. We recommend that slabs be supported on a
minimum of a 4 inch thick layer of compacted CABC. All slabs should be constructed per current ACI guidelines,
including proper jointing to help control shrinkage cracking.
We recommend that floor loads be provided to perform additional settlement analysis as heavy floor loads
can cause settlement of slabs.
Below Grade Walls: Below grade walls may be designed using the soil parameters indicated in the table
below for on -site soils. The design values assume level grade behind or in front of the wall and should be modified
for sloping grades. A buoyant unit weight should be used below the water table.
GeoTechnologies, Inc.

Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 6
At -rest EP
Coef£
Active EP
Coef£
Passive EP
Coef£
Friction
Angle
Base Sliding
Friction
Unit Weight
(pcf)
0.53
0.36
2.76
280
0.40
120
Hydrostatic conditions should be considered for any walls extending below the water table. Below grade
walls must include an effective drainage medium which intercepts water moving towards the wall such that
hydrostatic conditions do not develop above the static water level. A drainage pipe, waterproofing and drainage
boards/washed stone should be considered. Appropriate safety factors should be used in conjunction with these
design values.
Any fill material placed adjacent to below grade walls should be compacted to a minimum of 95% of the
standard Proctor maximum dry density, except where 98% is required at subgrade. Additionally, any soils placed
within 3 to 4 feet of below grade walls should be compacted with light handheld equipment to prevent
overstressing of the walls. This will necessitate that backfill be placed in 4 to 6 inch lifts.
Seismic Site Classification: Based on the results of SPT testing performed at this site, we recommend
designing for a seismic site class of "E", excluding liquefaction. However, the profile includes zones of very loose
sands below the water table which are subject to liquefaction during the design seismic event indicating that the
site is technically an " F". This indicates that during the design earthquake event (Charleston, SC) which is
predicted to occur with a 2% probability in a 50 year period (return period of approximately 2,500 years), that
some of the sands may liquefy. During liquefaction, pore pressures within the sands increase resulting in
subsequent densification of those sands which causes settlement. Liquefaction also temporarily reduces the shear
strength of the impacted sands such that the load carrying capacity (bearing capacity) of foundations may be
impacted.
Based on a review of the Building Code and past correspondence with personnel at the Department of
Insurance, mitigation is only mandatory for structures in Seismic Design Categories D, E, and F. We have not
been provided with the Seismic Design Category for this particular project; however, if the site is not a Category
D, E, or F, the owner can decide whether or not to mitigate for liquefaction. If the owner elects to proceed with
construction without provisions for liquefaction, he should be aware that damage may occur should a strong
seismic event occur which results in liquefaction. The literature suggests that very large earthquakes such as the
Charleston event will occur about every 2,500 years; however, that is a number based on probability and the
reoccurrence interval could be much shorter.
If liquefaction is not mitigated, the building code includes the provision that structures with a fundamental
period of vibration of 0.50 seconds or less may be designed using the class determined in the absence of
liquefaction (Class E). As such, if the period is 0.50 seconds or less, a site class of E may be used for seismic
design. If the period is higher, a site specific analysis to determine seismic design parameters is required.
Pavement Design Considerations: The on -site soils are considered fair for pavement support. Proper
preparation of the subgrade soils will be very important for the performance of the pavements. Based upon the
results of the laboratory testing, we recommend using a design value of 10 percent. The provided pavement
thicknesses are based upon typical pavement sections provided by the project developer. The provided pavement
\,...
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Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 7
sections were used to back -calculate ESALs for a 20 yr service life. Light duty asphalt sections are applicable for
passenger vehicles only in employee parking lot drive aisles and parking spaces. Medium duty sections are for
trailer parking stalls behind dolly pads and heavy duty sections are for all truck routes, courts and access drives.
The provided concrete section is for dock aprons, dolly pads and drive-in ramps.
Asnhalt (Flexible) Pavement Section
Light Duty
Medium Duty
Heavy Duty
Remarks
Thickness
Thickness
Thickness
(in.)
(in.)
(in.)
Surface
1.5
1.5
1.5
NCDOT S9.513
Course
Intermediate
4.5
5.5
6.5
NCDOT I19.0
Course
NCDOT CABC Stone compacted to 100%
Base Course
8
8
8
modified Proctor max. dry density (AASHTO
T-180 as modified by NCDOT).
Top 10 inches of subgrade compacted to 98%
Subgrade
N/A
N/A
N/A
standard Proctor max. dry density (ASTM
D698).
Concrete (Rigid) Pavement Section
Thickness with
Remarks
load transfer
(in.)
4,000 psi compressive strength, air -entrained
Pavement
concrete, max joint spacing 12 ft. Slump less than 3
Slab
inches without admixtures. Air content 6 +/- 1.5%.
Diamond Dowels as Construction joints.
Base
NCDOT CABC Stone compacted to 100% modified
Course
6
Proctor max. dry density (AASHTO T-180 as
modified by NCDOT).
Subgrade
NA
Top 10 inches of subgrade compacted to 98%
standard Proctor max. dry density (ASTM D698).
Maximum joint spacing should not exceed 15 feet. Due to the large volume of trucks, we recommend
giving primary consideration to construction of concrete pavements with load transfer devices. Reliance on
aggregate interlock at joints without load transfer devices is generally only appropriate for low volume or
secondary pavements and can deteriorate over time under higher traffic volumes such as will be experienced by
these pavements. We recommend doweling joints with smooth 1.25-inch diameter dowel bars spaced at 12 inches
on center. For drives, dowels should be installed on transverse joints with tie bars on longitudinal joints. For areas
where trucks may be turning or crossing joints in both directions, such as aprons in front of loading docks, dowels
should be installed on all joints. Concrete pavements should be constructed in alternating lanes and then infilled
GeoTechnologies, Inc.

Capital Civil Engineering
East Coast Logistics Warehouses
December 6, 2022
Page 8
rather than in mass placements. Welded wire fabric or a mat of small rebar such as 93 bars may be placed to
mitigate shrinkage cracking but should not be expected to provide notable strength. Welded wire fabric or rebar
should be placed 2 inches from the surface and should not cross joints. We recommend a broom finish as well.
The most important factors affecting pavement life in the area of the site are the condition of the subgrade
immediately prior to base course stone placement and post construction drainage. We recommend that the
subgrade of all pavement areas be proofrolled and that any unstable, yielding areas be identified and repaired prior
to placement of the base coarse stone. As indicated earlier in the report, no highly plastic clay soils should be
within 12 inches of subgrade elevation. All subgrade soils should be recompacted to a minimum of 98% of the
standard Proctor maximum dry density immediately prior to base course stone placement where appropriate. We
recommend that all pavement areas be properly graded to promote run-off of water and to prevent ponding of
water on the pavement surface which can lead to eventual saturation of subgrade soils and the loss of pavement
support.
CLOSING
GeoTechnologies, Inc. appreciates the opportunity to be of service on the phase of the project. Please
contact us if you have any questions concerning this letter or if we may be of addition service on this or other
projects.
Attachments
MRP/pr-ceh
Sincerely,
.�`��H CAP
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GeoTechnologies, Inc.
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Mark R. Potratz, PE
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GeoTechnologies, Inc.

Figure 1 - Boring Locations
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AFFECT THIS PROPERTY. NO RESPONSIBILITY IS
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1 OR REFERENCED HEREON, SUCH AS BUT NOT
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IElevation (Feet)
206
204 ................................
202 ................................
GENERALIZED SUBSURFACE PROFILE
B- 8
........ 0 ...............................
B-1 1
VAN
12
184 .......... ... ........ ....... ........ .. . ...........
... ......... ........ . ......................
.............
3
1 4 11 7
182 .......... . ........ ....... . ........ .. ....... .. .... .. ...
U27 ............................................ �'L .. ...........
180
. .......... ..... ........ . . ........ .. . ........ . .. ....... . . .. ...........
t * I * -
178 .......... ...... . ......
176
PROJECT: SCALE: As Shown
453 Rooms to Go Way JOB No: 1 -22-0764-EA
East Coast Logistics CebTe(hnologies, Inc
Dunn, NC FIGURE No:2A
LEGEND
■ Topsoil
Clayey Sand
Slightly Silty Sand
High Plasticity Clay
Poorly -graded Sand with Silt
Poorly -graded Sand with Clay
Low Plasticity Clay
Standard Penetration Resistance
Groundwater at Time of Boring
Groundwater after Time of Boring
Cave Depth

Elevation (Feet)
GENERALIZED SUBSURFACE PROFILE
205
B-1 3
B-14
B-15
B-1 8 B-1 9
200 ..........
.. .
5.......
.........
.......................................
.........
5
7
11
�
6
31
B-1 6 B-1 7
B-23
9
195 ..........
. .
.........
...
.
....34
...................
............ ............
7
NY
4
6
5
B-20
19 B-:22
0�z
23
19 0 ......
.........
.
5
.........
. .
10
.........
4 ......
�3- --
---------
.17 .....
...
34
....
...
:7
7T
z
'-44
6
V_
11
28 �z
i
185 ..........
......
....
3 ......
10
X
1'-
46
.
.........
. .
.........
....
.........
-20
...
....
39
3
-
14
U
1-3
t,
3
j.26
34
180 ...................
......
-1z
.....
..........
.
.........
.....
. .
.........
..... ...
9 117 U6
3 � 9
LEGEND
■ Topsoil
Clayey Sand
Slightly Silty Sand
Poorly -graded Sand with Clay
Silty Sand
High Plasticity Clay
Low Plasticity Clay
Standard Penetration Resistance
Groundwater at Time of Boring
V Groundwater after Time of Boring
0- Cave Depth
175 .................................................................................................................. .......................................................
170
PROJECT: SCALE: As Shown
453 Rooms to Go Way JOB No: 1 -22-0764-EA
East Coast Logistics CebTe(hnologies, Inc I I
Dunn, NC it I FIGURE No:213 I

1.80
1.60
1.40
1.20
c
c
E 1.00
v
a)
v
0.80
m
E
Lu
W
0.40
0.20
WIN
ESTIMATED SETTLEMENT OF SQUARE FOOTING
0 50 100 150 200 250
Load (kips)
t B-4
f B-12
B-16
Chart is based on a stress of 2000 psf FIGURE 3

1.60
1.40
1.20
c 1.00
c
w
E
w
w 0.80
H
v
w
m
co
E
W 0.60
0.40
0.20
A el,
ESTIMATED SETTLEMENT OF STRIP FOOTING
0 1000 2000 3000 4000 5000 6000
Contact Stress (psf)
+ B-4
f B-12
B-16
J
Length=50ft, Width=1.5ft FIGURE 4

LABORATORY TEST RESULTS

U.S. Standard Sieve Sizes
#4 #10 #20 #40 #60 #100 #200
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE
FINE
COARSE
MEDIUM
FINE
SILT SIZES
CLAY SIZES
Boring No.
Elev./Depth
Nat. W.C.
L.L.
P.L.
P.I.
Soil Description or Classification
GRAIN SIZE DISTRIBUTION
B-2
1.0-3.0'
11.6
NP
NP
NP
Brown Silty Medium to Fine Sand
Project:
Job No.: 1-22-0764-EA
East Coast Logistics
Date Recieved:
3200 Wellington Court, Ste 108
Dunn, NC
Date: 8/25/22 Dates Tested:
Raleigh, NC 27615

01
30
25
20
15
10
05
00
95
90
Job No: 1-22-0764-EA Date: 8/25/22
Job Name: East Coast Logistics
Job Location: Dunn, NC
Boring No: B-2
Sample No:
Depth: 1.0-3.0'
TEST RESULTS
Method of Test: ASTM D 698
Maximum Dry Density: 122.4 PCF
Optimum Moisture Content: 11.5%
Natural Moisture Content: 11.6%
Atterberg Limits: LL PI
Soil Description: Brown Silty Medium to Fine
Sand
Date Recieved:
Dates Tested:
CURVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
2.80
2.70
2.60
•
85
80
9#M
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT (Percent Dry Weight)
MOISTURE -DENSITY RELATIONSHIP
3200 Wellington Court, Ste 108
Raleigh, NC 27615

GeoTechnologies, Inc. CBR DATA SHEET ASTM D-1883
JOB #: 1-22-0764-EA JOB NAME: East Coast Logistics
DATE: 8/25/2022
NOTES: PROCTOR DATA:
Opt. Moisture = 11.5%
SOIL DESCRIPTION:
SAMPLE I.D.: B-2 Depth:
TEST PROCEDURE
Max. Dry Density = 122.4 PCF
Brown Silty Medium to Fine Sand
1.0-3.0'
ASTM D-698
CBR SPECIMEN DATA
Swell Data
MOISTURE CONTENT
9.6%
Initial Reading
0.257
WET DENSITY
134.1 lbs./cuff
Final Reading
0.263
DRY DENSITY
122.4 lbs./cuff
Mold Height
4.593
% COMPACTION
100.0 %
% Swell
0.13
LOAD CELL 5000 LB.
RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 Ibs.
CBR @ 0.1"
13.9
CBR @ 0.2"
21.5
% SWELL
0.1

BORING LOGS

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.9
6.5
20.5
Topsoil
Loose, Dark Gray, Clayey SAND
SC
2-2-3
�
193
2-3-3
Loose to Very Loose, Light Gray, Slightly Silty
SM
SAND w/Trace Gravel
SP
188
3-3-4
183
1/12"-1
178
1-2-3
Boring terminated at 20.5'
Groundwater encountered at 2' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 1
DATE 8-26-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.8
3.0
7.0
12.5
1111120
20.5
Topsoil
193
188
183
178
2-1-2
7-9-14
1-2-5
WOH-2-2
WOH/12"-2
Very Loose, Brown, Clayey SAND
SC
Medium Dense, Red, Tan, Gray, Clayey SAND
SC
Loose, Wet, Tan, Slightly Silty SAND
SM
SP
'.
Firm, Red, Brown, Tan, Sandy CLAY
CH
Very Loose, Wet, Tan, Slightly Silty SAND
SM
SP
Boring terminated at 20.5'
Groundwater encountered at 3.5' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 2
DATE 8-25-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.5
7.5
20.5
Topsoil
Very Loose, Gray, Slightly Clayey SAND
SC
1-1-2
1
193
1-2-2
Medium Dense to Loose, Light Gray, Slightly Silty
SM
SAND w/Gravel
SP
188
2-6-9
183
6-5-6
178
2-3-5
Boring terminated at 20.5'
Groundwater encountered at 3.5' at time of boring and at 2' after 24 hours.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 3
DATE 8-25-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
1.2
8.0
20.5
Topsoil
Loose, Gray Gray, Clayey SAND to Sandy CLAY
SC
2-2-2
193
2-3-4
Medium Dense, Wet, Light Gray, Slightly Silty
SM
SAND
SP
'.
188
2-2-3
183
3-3-4
178
12-9-2
Boring terminated at 20.5'
Groundwater encountered at 7.8' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 4
DATE 8-26-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
0.8
2.0
2.5
1111120
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
3-2-4
Stiff, Gray, Sandy CLAY
CH
Medium Dense, Tan, Gray, Slightly Silty SAND
SP
•�.
w/Trace Gravel
SM
1• •
195
3-5-6
1• •
1• •
.�
190
I
f.
1• •
5-5-5
1• •
185
.I.
1• •
2-6-14
Very Loose, Wert, Pink, Slightly Silty SAND
SSP
M
180
W01-1/12"-1
Boring terminated at 20.5'
Groundwater encountered at 7' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 5
DATE 8-25-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
1.0
2.5
8.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
3-2-2
Medium Dense, Red, Brown, Gray, Clayey SAND
SC
195
7-8-8
Loose to Medium Dense, Tan, Red, Slightly
Sp
Clayey SAND
SC
'.
190
3-4-5
185
4-5-7
180
2-3-2
Boring terminated at 20.5'
Groundwater encountered at 7.8' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 6
DATE 8-25-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
0.8
3.0
8.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-4
Medium Dense, Red, Tan, Clayey SAND
SC
195
4-6-8
Loose to Medium Dense, Wet, Tan, Brown, Gray,
SM
•-
Pink, Slightly Silty SAND
SP
'.
190
3-3-6
185
2-2-5
180
2-7-14
Boring terminated at 20.5'
Groundwater encountered at 6' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 7
DATE 8-26-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 202.00 10 20 40 60 100
0.8
3.0
13.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Medium Dense, Red, Tan, Clayey SAND to
SC
Slightly Clayey SAND
197
4-9-14
192
1
7-9-8
Medium Dense, Light Gray, Pink, Slightly Silty
SM
SAND w/Gravel
SP
187
3-11-12
182
4-9-18
Boring terminated at 20.5'
Groundwater encountered at 9' at time of boring and at 10' after 24 hours.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 8
DATE 8-26-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.8
3.0
7.5
10.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Medium Dense, Red Brown, Clayey SAND
SC
193
ALI
4-8-9
Dense, Red Brown, Slightly Silty SAND w/Gravel
SM
SP
'.
188
7-13-24
Boring terminated at 10.5'
Groundwater encountered at 7' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B- 9
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
3.0
7.0
10.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Very Stiff, Red Brown, Sandy CLAY
CL
193
7-8-9
Medium Dense, Wet, Light Gray, Slightly Silty
SM
SAND
SP
'.
188
3-4-9
Boring terminated at 10.5'
Groundwater encountered at 7' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-10
DATE 8-26-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 204.00 10 20 40 60 100
1.0
3.0
12.5
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-4-5
Medium Dense, Red Brown, Clayey SAND
SC
199
5-7-11
194
9-6-10
Loose, Wet, Light Gray, Slightly Silty SAND
SM
SP
'.
189
3-3-6
184
2-2-3
Boring terminated at 20.5'
Groundwater encountered at 12' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-11
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.9
3.0
11.5
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Medium Dense, Brown, Tan, Clayey SAND to
SC
Slightly Clayey SAND
193
5-5-7
i
188
5-8-10
Very Loose, Wet, Tan, Slightly Silty CLAY
SM
Sp
'.
183
1-1-2
178
WOH-1-1
Boring terminated at 20.5'
Groundwater encountered at 9.2' at time of boring and at 8.5' after 24 hours.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-12
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 202.00 10 20 40 60 100
0.8
2.5
12.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Dense to Medium Dense, Red Brown, Clayey
SC
SAND to Silty Clayey SAND
197
7-14-17
192
9-13-10
Loose to Very Loose, Wet, Pink, Slightly Silty
SM
SAND
SP
'.
187
1-2-4
182
3-2-1
Boring terminated at 20.5'
Groundwater encountered at 11.8' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-13
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
0.9
3.5
7.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-3
Medium Dense, Red Brown, Clayey SAND
SC
195
7-12-15
Loose to Medium Dense, Pink, Gray, Slightly Silty
SM
SAND w/Trace Gravel
SP
190
AJ
3-4-4
185
5-7-8
180
6-5-7
Boring terminated at 20.5'
Groundwater encountered at 9' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-14
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
0.7
2.5
8.0
12.0
P1110
Topsoil
Loose, Brown, Clayey SAND
SC
3-3-4
Very Stiff, Red, Brown, Gray, Sandy CLAY
SC
195
6-11-14
Medium Dense, Brown, Slightly Clayey SAND
SP
SC
'
190
7-11-11
Loose to Medium Dense, Tan, Wet, Slightly Silty
SM
SAND w/Gravel
SP
'.
185
1-3-6
180
2-6-10
Boring terminated at 20'
Groundwater encountered at I F at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-15
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 196.00 10 20 40 60 100
0.7
3.0
7.0
16.0
20.0
Topsoil
Soft, Dark Gray, Sandy SILT w/Organics
SM
2-2-2
Firm, Gray, Sandy CLAY
CH
191
2-2-3
Very Loose, Wet, Slightly Silty SAND w/Gravel
SM
SP
'.-
186
2-1-2
181
WOH-2-1
Very Loose, Tan, Silty SAND
SM
176
1-1-2
Boring terminated at 20'
Groundwater encountered at 5.5' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-16
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 196.00 10 20 40 60 100
0.9
3.0
8.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-3-3
Stiff, Gray, Sandy CLAY
CL
191
3-4-6
Medium Dense to Very Loose, Wet, Light Gray,
SM
Slightly Silty SAND w/Trace Gravel
SP
'.
186
3-5-5
181
1-2-1
176
2-2-7
Boring terminated at 20.5'
Groundwater encountered at 14.5' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-17
DATE 8-30-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
1.0
3.0
8.0
20.5
Topsoil
Medium Dense, Brown, Clayey SAND
SC
3-5-6
Dense, Brown, Clayey SAND
SC
195
11-18-16
Dense to Medium Dense, Red, Brown, Slightly
SP
Clayey SAND w/Gravel
SC
'.
190
Ah
11-16-15
185
6-14-16
180
2-2-10
Boring terminated at 20.5'
Caved at 16' (water below cave in)
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-18
DATE 8-29-22
PAGE 1 OF 1
CeoTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 200.00 10 20 40 60 100
0.6
2.5
13.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
2-2-4
Medium Dense, Red Brown, Clayey SAND to
SC
Slightly Clayey SAND
195
5-10-12
190
7-11-12
Dense to Medium Dense, Tan, Slightly Silty SAND
SM
w/Gravel
SP
185
19-23-22
180
8-14-14
Boring terminated at 20.5'
Groundwater encountered at 16' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-19
DATE 8-30-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 192.00 10 20 40 60 100
1.2
3.5
7.0
16.5
20.5
Topsoil
187
182
177
172
2-2-2
4-5-6
8-11-15
10-14-15
1-1-1
Loose, Gray, SIlty SAND
SM
Medium Dense, Red Brown, Clayey SAND
SC
Medium Dense, Tan, Slightly Silty SAND
w/Gravel
SM
SP
'.
Soft, Gray, Sandy CLAY
CH
Boring terminated at 20.5'
Groundwater encountered at 7.4' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-20
DATE 8-30-22
PAGE 1 OF 1
CebTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 198.00 10 20 40 60 100
0.9
2.5
7.0
18.0
20.5
Topsoil
Loose, Brown, Clayey SAND
SC
1-2-7
Medium Dense, Red, Brown, Clayey SAND
SC
193
7-8-11
Dense, Brown, Red, White, Slightly Silty SAND
SM
w/Gravel
SP
'.
188
Ah
11-23-21
183
13-20-19
Medium Dense, Brown, Red, White, Slightly Silty
SM
SAND w/Gravel
SP
178
11-9-8
Boring terminated at 20.5'
Caved at 15.4' (water below cave in)
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-21
DATE 8-30-22
PAGE 1 OF 1
CeoTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 192.00 10 20 40 60 100
1.0
3.5
12.0
15.5
Topsoil
Medium Dense, Brown, Clayey SAND
Sc
3-7-10
Medium Dense, Brown, Gray, Slightly Silty SAND
SM
5-
SP
'.
187
12-14-14
_
182
4-6-8
Loose, Wet, Tan, Slightly Silty SAND
SM
SP
177
5-3-3
Boring terminated at 15.5'
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-22
DATE 8-30-22
PAGE 1 OF 1
CcoTe(hnolog'ies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 196.00 10 20 40 60 100
0.3
3.5
15.5
Topsoil
SC
7,
Loose, Brown, Clayey SAND
2-2-3
Dense to Medium Dense, Red Tan, Gray, Slightly
SM
Silty SAND w/Gravel
SP
'.
191
9-17-17
186
9-10-10
181
9-16-18
Boring terminated at 15.5'
Groundwater encountered at 10' at time of boring.
JOB NUMBER 1-22-0764-EA
BORING NUMBER B-23
DATE 8-29-22
PAGE 1 OF 1
CebTe(hnologies, Inc
3200 Wellington Court, Ste 108
Raleigh, NC 27615