20020730 Ver 4_More Info Received_20220817 (11)

GEOTECHNICAL SUBSURFACE INVESTIGATION
•;
USS BATTLESHIP NORTH CAROLINA
LIVING WITH WATER IMPROVEMENTS
FEBRUARY 17, 2021
MOFFATT & NICHOL PROJECT NO. 10258/01
CATLIN PROJECT NO. 220161
PREPARED BY:
CATLIN ENGINEERS AND SCIENTISTS
220 OLD DAIRY ROAD
WILMINGTON, NORTH CAROLINA 28405
910-452-5861
PREPARED FOR:
MOFFATT & NICHOL
4700 FALLS OF NEUSE ROAD
SUITE 300
RALEIGH, NORTH CAROLINA 27609
CORPORATE LICENSURE NO. FOR ENGINEERING SERVICES C-0585
CORPORATE LICENSURE NO. FOR GEOLOGY SERVICES C-118
CAT N
Engineers and Scientists

TABLE OF CONTENTS
PAGE
1.0
INTRODUCTION
1
2.0
SCOPE OF INVESTIGATION
1
3.0
FIELD EXPLORATION
1
4.0
LABORATORY TESTING
3
5.0
REGIONAL, LOCAL, AND SITE GEOLOGY
4
6.0
SUMMARY RECOMMENDATIONS
5
6.2
PEDESTRIAN BRIDGE END BENTS FOUNDATION RECOMMENDATIONS
- DRIVEN
PILE
7
6.3
EARTHWORK OPERATIONS
9
7.0
LIMITATIONS
12
8.0
REFERENCES
12
FIGURES
FIGURE 1 SUBSURFACE INVESTIGATION SOIL AND ROCK LEGEND, TERMS, AND
ABBREVIATIONS
FIGURE 2 SITE PLAN AND PROFILE LAYOUT
FIGURE 3 PROFILE THROUGH BORINGS PROJECTED ALONG A - A'
FIGURE 4 PROFILE THROUGH BORINGS PROJECTED ALONG B - B'
FIGURE 5 PROFILE THROUGH BORINGS PROJECTED ALONG C - C'
APPENDICES
APPENDIX A CONE PENETRATION TESTING AND DIRECT PUSH TECHNOLOGIES
SOUNDING AND BORING LOGS
APPENDIX B GEOTECHNICAL LABORATORY RESULTS
Battleship NC - Living with Water - Geotech CATLIN Engineers and Scientists
CATLIN Project No. 220161 February 2021

GEOTECHNICAL SUBSURFACE INVESTIGATION
FOR
USS BATTLESHIP NORTH CAROLINA
LIVING WITH WATER IMPORVEMENTS
FEBRUARY 17, 2021
1.0 INTRODUCTION
The purpose of this project is to provide geotechnical information pertaining to activities
proposed on the Battleship United States Ship (USS) North Carolina (Battleship) Living
with Water Master Plan (Master Plan) dated April 7, 2020. The project site is located in
New Hanover County along to the Cape Fear River in Wilmington, North Carolina north of
the intersection of USS North Carolina Road and Battleship Road.
The USS Battleship project is to construct a service park to provide parking and walking
access to the USS battleship. This project includes a parking lot at the east section, a
future parking lot at the west section, walkway access to the USS Battleship, and a
pedestrian bridge above a proposed tidal creek between the parking lots. Currently, the
project site is partially developed and covered with asphalt pavement, grass and trees.
2.0 SCOPE OF INVESTIGATION
The Project Scope included the following tasks.
• Coordinate subsurface utility locate by NC 811 and Battleship personnel at
proposed testing locations.
• Advance 19 Cone Penetration Test (CPT) soundings.
• Advance four (4) Direct Push Technology (DPT) soil borings.
• Collect two (2) bulk samples.
• Survey CPT, DPT, and bulk sample locations.
• Conduct laboratory testing.
• Geotechnical engineering analysis, recommendations, and reporting
3.0 FIELD EXPLORATION
Catlin Engineers and Scientists (CATLIN) conducted the field exploration for this project
between December 11t" and the 291"2020.
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Coordinates of proposed testing locations were determined using a georeferenced site plan
provided by Moffatt and Nichol. Coordinates were input into a mapping grade (less than
three horizontal feet accuracy) global positioning system (GPS) which was utilized by
CATLIN personnel to physically mark the proposed testing locations. NC ONECALL
associates and Battleship personnel were contacted to "clear" the proposed testing sites
with relevance to underground utilities. Subsequent to completion of the testing, the
ground surface elevation and location of each boring was collected using a real time
kinematic (RTK) GPS. All units are recorded to the nearest foot horizontally using the
North Carolina State Plane (NCSP) North American Datum 1983 (NAD83) coordinate
system and one tenth of a foot vertically on the North American Vertical Datum 1988
(NAVD88). Testing locations are presented on Figure 2. Testing location NCSP NAD83
coordinates and NGVD88 elevations are presented on sounding and boring logs included
in Appendix A.
3.1 Cone Penetration Testing
Sixteen CPT probes were advanced in general accordance with the American Society of
Testing Materials (ASTM) Method D-5778 with a track -mounted CPT rig equipped with a
Vertex electronic piezocone tip. The cone was pushed at a rate of 0.8 inches per second
(in/sec). The piezocone had a base area of 1.6 square inches, a diameter of 1.4 inches,
and a height of 1.2 inches corresponding to a 60' apex angle. The friction sleeve to which
the cone was attached had a 1.4-inch diameter. Data collected from the CPT soundings
includes cone tip resistance, sleeve friction resistance, and pore water pressure.
Soundings were advanced to the proposed target depths or until equipment refusal
occurred. Equipment refusal (CPT refusal) was encountered when the reaction force of
the CPT (approximately nine (9) tons) was determined to be less than the force applied on
the tooling string resulting in a physical "lift" of the CPT machinery. Data generated during
the soundings was processed by CATLIN personnel using Coneplot CPT Processing
software (Version 2.6.3) then post processed using gINT Geotechnical and
Geoenviron mental software (Connect Edition Version 10.00.00.50) to facilitate generation
of Sounding Reports and Subsurface Profiles. Testing locations are presented on Figure 2
and CPT Sounding Logs are presented in Appendix A.
3.2 Direct Push Technology Borings
Four (4) DPTs were advanced by CATLIN personnel immediately (within three horizontal
feet) adjacent to four (4) existing CPT locations. The DPT borings were advanced to
facilitate soil sample collection for physical descriptions and laboratory analysis to
corroborate CPT software soil behavior type (SBT) interpretation. Direct push borings were
advanced with a Geoprobe sampling system mounted on CATLIN's CPT machine.
Samples were collected in four -foot intervals by advancing the dual tube sampling tooling
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using a combination of a percussion hammer, machine reaction force, and hydraulics.
Subsequent to each four -foot tooling advancement, the inner rods and sample collection
tube (acetate liner) was removed, labeled, and stored for processing and logging at
CATLIN's Wilmington office. DPT Boring Logs are presented in conjunction with the
adjacent CPT soundings in Appendix A.
3.3 Bulk Sample Collection
Two (2) bulk samples were collected within the limits of the proposed parking area. These
soils were collected using a manual auger, sealed in labeled 5-gallon buckets, and
transported to CATLIN's Soil Laboratory in Wilmington, North Carolina forfurther analysis.
3.4 Groundwater Measurement and Borehole Abandonment
Groundwater levels across the project site were estimated from pore pressure readings
obtained during the advancement of the CPT soundings and measured, where possible, in
the open boreholes subsequent to advancement of the CPT. Estimated and measured
depth to water ranged from 1.3 to 4.3 feet BLS which roughly corresponds to the observed
levels of the Cape Fear River during the investigation. It is likely that these water levels will
be tidally influenced and fluctuate relative to the water level of Cape Fear River.
Observed groundwater depths are presented on the CPT Sounding Logs in Appendix A
and the subsurface profiles on Figures 3 through 5.
4.0 LABORATORY TESTING
Ten soil samples were collected from the DPT borings and submitted to CATLIN's
Geotechnical Laboratory in Wilmington, North Carolina for one or more of the following
analysis:
Test Description
Test Method
Engineering Soil Classification
ASTM D 2487
Sieve Analysis
ASTM D 6913
Atterberg Limits (Multi Point)
ASTM D 4318
Soil Moisture Content
ASTM D 2216
Organic Content
ASTM D 2974
Two (2) bulk samples were collected from the subject site and submitted to CATLIN's
Geotechnical Laboratory for the following analysis:
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Test Description Test Method
California Bearing Ratio (1 Point) ASTM D 1883
The results of the geotechnical laboratory analyses were utilized to refine the visual
classifications of the site soils, correlate the CPT interpreted soil type with site soils, and
provide geotechnical characteristics of the soils. Results of the laboratory testing
performed during this investigation are included in Appendix B.
5.0 REGIONAL, LOCAL, AND SITE GEOLOGY
According to the Geologic Map of North Carolina (1985), the project site lies within the
Coastal Plain Physiographic Province of North Carolina. According to Horton and Zullo in
The Geology of the Carolinas (1991), the Coastal Plain is comprised of a seaward
thickening wedge of post -Triassic, primarily unconsolidated, siliciclastic sediments and
carbonate rocks that extend from the Fall Line to the continental shelf break. Coastal Plain
sediments were deposited in a number of different environments including but not limited
to, off -shore marine, near -shore marine, lagoonal, and deltaic. The eustatic rise and fall of
sea level has resulted in numerous sedimentary packages of transgressive and regressive
sequences deposited throughout the Coastal Plain.
According to the USGS Online Spatial Data website, the primary geologic formations found
in New Hanover County, North Carolina include:
• Undifferentiated Coastal Plain deposits (Quaternary) - Comprised primarily of
alluvial, eolian, fluvial, and lacustrine deposited marine sediments consisting of
gravel, sand, silt, and clay.
• Castle Hayne Formation (Tertiary) - limestone with solution cavities common. New
Hanover Member exhibits phosphate -pebble conglomerate with micritic thin layers.
• Peedee Formation (Cretaceous) - primarily unconsolidated greenish gray to olive
black, clayey sand and clay which may be locally fossiliferous and calcareous
Land surface at the site is covered with asphalt pavement and grass with elevations at the
testing locations ranging from 1.7 to 4.4 feet. Data generated during this investigation
identified three (3) primary strata extending to an elevation of approximately minus 20 feet.
Material encountered from land surface to an average elevation of zero was identified as
"recent" fill likely emplaced shortly prior to the construction of the battleship facility. The
recent fill was described as light brown to gray consisting of fine to coarse sand and silty
sand. A substantial amount of CPT SBT interpretation through this stratum was reported
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as "Out of Range" which along with increased tip pressure readings indicates that this
material is likely to consist of dense coarse sand and gravel.
Sand, gravelly sand, and silty to clayey sand interbedded with moderately to highly organic
silt and clay rich layers extends from beneath the recent fill to elevations ranging from
roughly -4 to -10 feet. The origin of this material is unclear as it appears to be a mixture of
"historical fill" that may have been emplaced during the early periods of the development of
Wilmington and the associated riverfront industries and alluvial overwash which has likely
occurred during the many flooding events that have occurred through the site's history.
CPT and DPT refusal was encountered at elevations ranging from approximately -3 to -8
feet in soundings and borings advanced adjacent to the river indicating that large fill debris
may exist in the subsurface in this vicinity.
Highly organic (organic content values ranging from 28.5% to 49.1 %) alluvial silt and clay
with wood fragments was encountered beneath the historical fill to an average elevation of
minus 20 feet. This organic material appeared to be very soft with little to no tip or sleeve
resistance indicated in the CPT data.
Sands and sand mixtures with thin layers of clays and organics (as indicated by the CPT
SBT) extend from below the highly organic silts and clays to elevations ranging from -31.6
feet and -34.2 feet where CPT refusal was encountered in soundings CPT-09 and CPT-08,
respectively. Based on relatively rapid increase in tip resistance noted in the CPT
soundings, the refusal is likely due to the presence of limestone.
Subsurface profiles are presented on Figures 3 through 5. CPT and DPT logs are included
in Appendix A.
6.0 SUMMARY RECOMMENDATIONS
The conclusions and preliminary recommendations presented in this report are based on
the project description and soil data obtained from our field and laboratory testing, CPT
sounding data, assumed continuity of the soils between borings, and generally accepted
geotechnical engineering practices.
The borings/soundings performed at this site represent subsurface conditions at the
location of the borings/soundings only; therefore, undisclosed subsurface conditions
requiring special preparation may be revealed during construction, especially for those
proposed structures located significant distances from our soil borings.
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6.1 Pavement Design
6.1.1 California Bearing Ratio Testing
The California Bearing Ratio (CBR) test is a penetration test used to evaluate the subgrade
strength of roads and pavements. A total of two (2) composite soil samples were obtained
from approximately 0 feet to 4 feet BLS at four (4) boring locations within the proposed
parking lot and driveway areas. These soil samples were brought to the CATLIN Soil
Laboratory for testing in accordance with the 1-point CBR test procedures outlined in
ASTM D 1883. In the 1-point CBR test, the soil samples will be compacted using 56 blow
counts per layer. The CBR test results are shown in the Table 1 below and included in
Appendix B. The results of these tests are used with the curves to determine the thickness
of pavement and its component layers. Typically, CBR of soils decreases as moisture
content increases above the optimum moisture content. Soil types have different effects
on CBR as well, often related to their particle size; sandy soils generally have high CBR,
while saturated fine-grained soils (clays and silts) have low CBR.
Table 1— CBR Test Results
BORING
POINT ID
Blows Per
Layer
Corrected CBR
@ 0.1" (%)
Corrected
CBR @ 0.2" (%)
CBR 01
—
CBR-01-01
56
9.2
11.2
CBR-01-02
56
9.2
11.2
CBR-01-03
56
11.9
14.8
CBR-01-04
56
7.8
10.6
CBR 02
CBR-02-01
56
7.8
8.9
CBR-02-02
56
12.5
16.2
CBR-02-03
56
9.9
9.5
Refer to the laboratory results in Appendix B for more detail on the results of the CBR
testing.
6.1.2 Pavement Thickness Recommendations
Based on the subsurface information and anticipated vehicle loads at the site, we
recommend the following minimum thickness for the parking lots:
Heavv Dutv Bituminous Concrete Pavement Section (Driveways)
• 1.5 inches NCDOT HMA Surface Course Type S9.5C
• 2.5 inches NCDOT Intermediate Course Type 19.00
• 8 inches NCDOT Aggregate Base Course
• Stabilization Geotextile (AASHTO M288 Class 1 Woven, elongation <50%,
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seams overlap 24" min.)
Light Duty Bituminous Concrete Pavement Section (Parking Stalls)
• 3 inches NCDOT HMA Surface Course Type S9.5C
• 8 inches NCDOT Aggregate Base Course
• Stabilization Geotextile (AASHTO M288 Class 1 Woven, elongation <50%,
seams overlap 24" min.)
Concrete Walkway Pavement Section
• 4 inches Portland Cement Concrete
• 4 inches NCDOT Aggregate Base Course
6.2 Pedestrian Bridge End Bents Foundation Recommendations — Driven Pile
6.2.1 Driven Pile Capacities
Based on the current site conditions and anticipated structural loading, CATLIN
recommends that the proposed end bents of the pedestrian bridge be supported on either
HP 12x53 Piles or 10-inch to 12-inch diameter timber piles. The pile vertical and lateral
capacities and estimated settlement under loadings equal to the allowable compressive
capacities are shown in Table 2 below:
Table 2 — Driven Pile Capacities
Pile
Penetration
Depth, BLS (Tip
Elevation) (ft)
Allowable
Compressive
Capacity (kips)
Allowable
Uplift Capacity
(kips)
Settlement
(in.)
Allowable Lateral
Capacity, Fixed
Head Pile Top
Deflection
= 1/4 in. (kips)
HP 12 x 53
25
10
5
<0.5
17
HP 12 x 53
30
18
7
<0.5
17
HP 12 x 53
35
22
9
<0.5
17
HP 12 x 53
40
27
10
<0.5
17
HP 12 x 53
45
32
12
<0.5
17
HP 12 x 53
50
41
14
<0.5
17
10" Timber
25
9
3
<0.5
7
10" Timber
30
19
4
<0.5
7
12" Timber
25
13
3
<0.5
11
12" Timber
30
27
5
<0.5
11
The ultimate vertical capacities and settlements of the driven piles were calculated using
APILE program and the US Army Corps of Engineers Method, the Federal Highway
Method, and the API RP-2A Method. The capacity values provided by the US Army Corps
of Engineers Method were selected as the design ultimate capacities. A factor of safety
(FS) of 2.0 was used for the allowable compressive capacity determination and a factor of
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safety of 3.0 was used for the allowable uplift capacity determination. Lateral capacities for
the piles were calculated utilizing LPILE analysis. The allowable lateral capacities were
determined under the criteria that the allowable horizontal fixed head deflection is'/4 inch.
The axial thrust utilized in the lateral analysis is equal to the allowable axial compressive
load corresponding to the pile length used (see previous table for values). Larger axial
thrust values may reduce lateral capacities.
6.2.2 Driven Pile Spacing
The individual pile capacities within a pile group will be reduced if the piles are installed too
close to each other since the stress that transmitted from pile to the soil will overlap. In
order to prevent a reduction in axial capacity due to "group effect", piles should be installed
with a minimum center -to -center spacing of 3 times of pile side dimensions.
6.2.3 Construction/Installation Considerations
It is recommended that two overlength test piles (at least 5 feet longer than anticipated
production piles), or indicator piles, be driven to establish pile driving criteria, production
pile lengths, and the need to auger pilot holes prior to driving for production piles. Test
piles may be used as production piles if the required pile capacity is reached. Production
piles should not be ordered until the length estimates have been determined and verified;
however, the overlength test piles can be driven in the locations for production piles.
Pile driving criteria and actual pile penetration depths shall be established during driving
through dynamic testing with a Pile Driving Analyzer (PDA) and by applying the North
Carolina State Building Code. All pile driving operations and static and dynamic testing
should be observed by a soil technician working under the direction of a registered
professional engineer. Static testing of the pile should be in accordance with ASTM
D1143. The engineer should develop driving criteria for the project using both a wave
equation analysis (once the contractor has designated the pile hammer to be utilized for
driving) and results from dynamic monitoring of test piles with signal matching analyses
(CAPWAP).
The potential exists that the recommended pile penetration depths may not meet the
respective minimum criterion in some areas, due to the generation of excessive pore
pressures within the clay and/or silt strata during driving, causing a temporary loss of shear
strength. Once these large pore pressures have dissipated (assumed to take 3 to 7 days),
the soil should regain strength and the piles should gain bearing capacity, a phenomenon
known as pile "set-up". Dynamic testing with a PDA should be performed during restrike of
the test piles after a sufficient waiting period for pile "set-up" to occur. It is recommended
that pile restrikes be performed 3 days after initial driving.
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6.3 Earthwork Operations
6.3.1 Site Drainage
Due to the occurrence of shallow standing water in soils in some areas on site and their
sensitivity to moisture arising from their fine texture, earthwork operations will be hampered
by a tendency for exposed surfaces to degrade under traffic. Much of this degradation and
the consequent need for subgrade repair or replacement can be obviated by the
implementation of a system of overall site subgrade drainage. Standing water levels
recorded in boreholes located near existing site drainage features suggest that ditching
may be effective in depressing the level of shallow groundwater.
Temporary site drainage ditches should follow the approximate routing of the designed
stormwater drains and roadway swales. They should be deep enough to drain the in -place
soils to a depth of at least two and one-half feet below the deepest cuts occurring in the
grading scheme.
It is possible that some additional and/or alternative temporary dewatering measures, such
as well points or sumps, will need to be implemented for the foundation construction since
some excavations may have to be maintained below the water table.
6.3.2 Site Preparation and Grading
Site preparation should be initiated by clearing and grubbing the root systems of any trees
occurring within the limits of construction and stripping surficial organic laden soil and
surface vegetation. Surface stripping of up to approximately 6 inches over the undeveloped
portion. Site preparation in areas of existing pavement to be demolished should consist of
removal of pavement and aggregate base course (depending on plans for new
parking/drive areas). To the extent possible, pneumatic -tired vehicles should be kept off
areas exposed after stripping or exposed in cut. Where fill is placed, it should be end -
dumped and spread with a bulldozer. Areas should be shaped to drain at the end of each
workday or when rain is anticipated, as the on -site clays will readily degrade when
saturated.
Prior to backfilling, the exposed subgrade in these areas should be proof rolled with a
heavy smooth -drum roller or a loaded tandem -axle dump truck to identify regions of
yielding soil. Where such regions occur, the soils should be undercut to firm material and
backfilled with controlled structural fill. Proof rolling should be observed by a qualified
geotechnical engineer or his designated representative so that appropriate judgments as to
the depth and extent of subgrade repair can be made. In areas that require undercut of
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soft, loose, saturated, yielding, and/or otherwise unsuitable soils, the horizontal dimensions
of any removal and replacement measures should typically extend beyond the edge of the
foundation (on all sides) a minimum of one half the depth of the excavation below the
bottom of foundation.
6.3.3 Placement and Compaction of Fill
As indicated above, structural fill should be end -dumped and spread with tracked
equipment to avoid pneumatic -tire traffic on the sensitive on -site soils. In areas of deep cut
or undercut, it may not be possible to effectively compact structural fill in lifts of ordinary
thickness without degrading the underlying native soils. Accordingly, in these areas,
placement of an initial "bridge" lift ranging from 12 to 18 inches in loose thickness will likely
be necessary to provide a firm base for further placement and compaction of fill soils. This
bridge lift should be compacted on its surface in accordance with the project specifications
governing degree of compaction but should not be expected to meet those compaction
requirements at a depth greater than four inches.
Except as indicated above, structural fill should be placed in lifts not exceeding 8 inches in
loose thickness and compacted to a minimum of 98 percent of their maximum dry density
as determined by the Standard Proctor Method (ASTM D698) except where more stringent
UFC or NCDOT compaction requirements govern. For this project, we recommend that
structural fill consist of a relatively clean sand falling within USCS Soil Group "SP", "SP-
SM", or "SP-SC". Soils falling within this classification when placed and compacted as
outlined above are referred to herein as "controlled structural fill".
6.3.4 Utility Trench Backfill
Trench backfill for underground utilities and piping should consist of crushed rock for pipe
bedding material followed by quarry screenings or coarse sand in the remaining pipezone
backfill (Type A). As a second option (Type B), crushed rock may be placed as bedding
and extend to springline of pipe, followed by quarry screenings or coarse sand in the
remaining pipezone backfill. For pipes and utilities within wet soils or below the water
table, backfill should consist of a minimum of 6 inches of crushed rock below and to the
sides of pipe, extending a minimum of 12 inches above the top of pipe, and encased in
geotextile fabric (Type C). All trench backfill should be placed and compacted as
recommended in Section 3.6.3 above. Native soils may be used to backfill the remainder
of the trench, unless utility or pipe is to traverse beneath or within the influence zone of any
foundations, in which case controlled structural fill shall be placed and compacted as
stated below.
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For utility structures bearing in very soft clay or other unsuitable materials, the material
should be undercut to a suitable depth as determined by the geotechnical engineer
(anticipate 12 to 18 inches below pipe bearing elevation) and replaced with controlled
structural fill or crushed/washed stone. Where crushed/washed stone is used and
conventional compaction testing is not practical, material should be mechanically
compacted until no further yielding is observed. If sand bedding material is to be used
above crushed/washed stone, the stone layer should be wrapped in a non -woven
geotextile separation fabric. All controlled structural fill should be placed and compacted to
95% of the ASTM D-1557 maximum dry density.
6.3.5 Suitability of On -Site Soils for Re -Use
The native, near surface granular soils, such as the sand (SP), clayey sand (SC) or silty
sand (SM) in the upper stratum, are considered suitable for re -use as foundation subgrade
material, provided they are moisture conditioned to placed/compacted in accordance with
the recommendations provided herein. The native, near surface fine-grained soils, such as
fat clay (CH), sandy clays (CL) or sandy silts (ML) in the upper stratum, are generally not
suitable for re -use as foundation subgrade material due to their poor strength
characteristics and sensitivity to moisture. It is recommended that they be used within
landscaped or other non-structural areas. In addition, any high plasticity clays/silts (CH,
MH) or organic materials such as peat (PT, OL, OH), with liquid limits greater than 50 and
plasticity indices greater than 20, should not be re -used as backfill placed directly below or
against foundations or retaining walls.
6.3.6 Stability of Excavations
Temporary slopes in shallow, open excavations above the water table may be adequately
maintained at inclinations of no steeper than 1(H):1(V), although they should be evaluated
by a geotechnical engineer during construction due to the relatively unconsolidated nature
of Coastal Plain soils. The crests of all slopes should also be maintained at least 5 feet
from any building or other structure limits. Temporary shoring or bracing of excavation
sidewalls should be maintained for excavations that will extend below the water table, such
as in the case of removing obstructions deeper than four feet BLS. Dewatering devices
and/or site drainage techniques capable of maintaining a stable and surface -dry trench
bottom should be provided.
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7.0 LIMITATIONS
This report and the subsurface investigation on which it is based in made for the purpose
of study, planning, and design, and not for construction or pay purposes. General soil and
strata descriptions and the indicated boundaries are based on a geologic interpretation of
the available subsurface data and may not necessarily reflect the actual subsurface
conditions between the test borings or between the sample intervals. The laboratory data
and data collected in -situ is only as reliable as is inherent to the standard test method.
Water levels and/or soil moisture conditions are reported as they were observed at the time
of the investigation. These conditions can vary considerably from season to season and
during times of extreme weather events.
8.0 REFERENCES
Horton, J. Wright Jr., and Zullo, Victor A., 1991, An Introduction to the Geology of the
Carolinas in Horton J. W., Jr., and Zullo, V.A., eds., The Geology of the Carolinas;
Carolina Geological Society Fiftieth Anniversary Volume, pp. 58 - 59.
Soller, David R., and Mills, Hugh H., 1991, Surficial Geology and Geomorphology in Horton
J. W., Jr., and Zullo, V.A., eds., The Geology of the Carolinas; Carolina Geological
Society Fiftieth Anniversary Volume, pp. 58 - 59.
USGS MapView online database: https://ngmdb.usgs.gov/ngmdb/ngmdb_home.html
USGS Online Spatial Data: https://mrdata.usgs.gov/geology/
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CATLIN Project No. 220161 12 February 2021

FIGURES
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CATLIN Project No. 220161 February 2021

SUBSURFACE INVESTIGATION LEGEND
(SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS)
Group UNIF
Major Divisions Symbols Ym Typical Names
D r W
Well -graded gravels, gravel -sand mixtures,
o
>=
little or no fines
RN
O)C
C
N
N�
a
C
Poorly -graded gravels, gravel -sand mixtures,
y ob
0J
GP
little or no fines
N
o
0
N
O
o
N
c�a=
c
w a g
d
GM*
Silty gravels, gravel -sand -silt mixtures
JZ
N
:5 122
02 o
U
O =
21
O
w 0
N
-
> O.'0
g E
GC
Clayey gravels, gravel -sand -silt mixtures
Z 2)
C9 m
u
We ll-graded sands, gravelly sands, little or no
W'c
_
o a
N
N
v E
=�
SSW".•
fines
Q
w
.0
'a.•fta.
' ' ' '
Poorly -graded sands, gravelly sands, little or
N °
w a
m
y o a
ID
'•' SP'•'
no fines
c
�`Z
in2:5s=
N
N N
w u
SM*,1.
a
Silty sands, sand -silt mixtures
a
0 0
2! E
00
3
w 0 =
M N
c a E
rn M
, SC :
:%r..
Clayey sands, sand -clay mixtures
I I I
Inorganic silts and very fine sands, rock floor,
N
ML
silty or clayey fine sands or clayey silts with
y
y
slight plasticity
0
Inorganic clays of low to medium plasticity,
6
CL
gravelly clays, sand y clays, silty clays, lean
N
6
N J y
clays
i i I i i
Organic silts and organic silty clays of low
U) C
(n
o
i iOLi i
I I I I
plasticity
Lu
Z E
MH
Inorganic silts, micaceous or diatomaceous
a °
fine sandy or silty soils, organic silts
C0m
M'•C
uid
OEm
E E
c
CH
Inorganic clays of high plasticity, fat clays
d
C.
d
',OH .'
Organic clays of medium to high plasticity,
Y
m
organic silts
Laboratory Classification Criteria
s
C = D00 greater than 4; C = ( D30) between 1 and 3
u D10 c D10 x D,
N O
y
Not meeting all gradation requirements for GIN
2.0
�iN
n0
N
N
o E
N
w
Atterberg limits below "A"
E r
m
line or P.I. less than 4
Above "A" line with P.I. a1
" v
2°=
v'
between 4 and 7 are border-
= i
c
line cases requiring use of co
oE °
L
Atterberg limits above "A"
dual symbols
c
�
line or P.I. greater than 7
5.2
>V)>
>U) N
De0 6;
( D30)2 between 1 3
rnm� U y
�'
v
Ca9O
C = greater than C = and
u D10 c D10 x Dw
�
.0. :2
o, o
� m°
Not meeting all gradation requirements for SW
01_ O.
N 2
c 4j, 0� E
02 = `o,
,a" '
Atterberg limits below "A"
HARD ROCK IS NON -COASTAL PLAIN MATERIAL THAT WHEN TESTED, WOULD YIELD SPT
REFUSAL. AN INFERRED ROCK LINE INDICATES THE LEVEL AT WHICH NON -COASTAL PLAIN
MATERIAL WOULD YIELD SPT REFUSAL. SPT REFUSAL IS PENETRATION BY A SPLIT SPOON
N C)
SAMPLER EQUAL TO OR LESS THAN 0.1 FOOT PER 60 BLOWS. IN NON -COASTAL PLAIN
MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN REPRESENTED BY A
o 0 o
ZONE OF WEATHERED ROCK.
V
ROCK MATERIALS ARE TYPICALLY AS FOLLOWS:
FINE TO COARSE GRAIN IGNEOUS AND METAMORPHIC ROCK THAT WOULD
BEDROCK
YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE, GNEISS,
GABBRO, SCHIST, ETC.
SAPROLITE
IN -SITU CHEMICALLY WEATHERED ROCK. TYPICALLY DOES NOT YIELD SPT
REFUSAL IFTESTED.
E O
E p N
o 0
o a
o a
V
� O N
0 o d
= c d
line or P.I. less than 4
Above "A" line with P.I.
0 � o
n
between 4 and 7 are border-
'=
v
o E
E
w 2 o
line cases requiring use of
`p
c o
m
0 2.
Atterberg limits above "A"
dual symbols
'—'
In O
0 a') w
line or P.I. greater than 7
fn
8C
7C
6C
g 3C
a 2C
FOR CLARIFICATION OF FINE-GRNNED SOIL AND
FINE-GRNNED FRACTION OF COARSE -GRAINED SOILS
/
•�P
01,
0111
/
/ O\'
0
MH
oR
OH
/ C�"
CL-ML ML °e
OL
10
7
00
210 P Peat and other highly organic soils
O
Division of GM and SM groups into subdivisions of d and u are for roads and airfields only.
Subdivision is based on Atterberg Limits: suffix d used when L.L. is 23 or less and the P.I. is 6
or less; the suffix u is used when L.L. is greater than 26.
RELATIVE VALUES PRESENTED ON FIELD LOGS IMTH UNCORRECTED N-VALUES.
FOR CLASSIFICATION ONLY, NOT FOR DESIGN
COARSE -GRAINED SOILS (major portions retained on No. 200 sieve)
Descriptive Terms
Relative Density SPT Blow Count
Very loose
0 to 15 % < 5
Loose
16 to 35 % 5 to 10
Medium dense
36 to 65 % 11 to 30
Dense
66 to 85 % 31 to 50
Very dense
86 to 100 % > 50
FINE-GRAINED SOILS (major portions passing on No. 200 sieve)
Unconfined Compressive
Descriptive Terms
Strength kPa SPT Blow Count
Very soft
< 25 < 3
Soft
25 to 50 3 to 4
Firm
50 to 100 5 to 8
Stiff
100 to 200 9 to 15
Very stiff
200 to 400 16 to 30
Hard
> 400 > 30
PERCENTAGE OF MATERIAL
ORGANICS
GRANULAR
SILT/CLAY
OTHER MATERIAL
SOILS
SOILS
TRACE
<5%
TRACE
2-3%
3-5%
FEW
5-10%
LITTLE
4-5%
6-12%
LITTLE
15-25%
MODERATELY
6-10%
13-120%
SOME
30-45%
HIGHLY
>10%
>20%
MOSTLY
50-100%
10 1620 30 40 50 60 70 80 90 100 110 E
LIQUID LIMIT (LL) •� N
`� ° o '0
Plasticity Chart it LL U m
Borderline classifications used for soils possessing characteristics of two groups are
designated by combinations of groups symbols.
For example; GW-GC, well -graded gravel -sand mixture with clay binder.
PI RANGE DRY STRENGTH
NON -PLASTIC 0 NONE: CRUMBLES WITH MERE PRESSURE
LOW PLASTICITY 1 - 10 LOW: CRUMBLES WITH SOME FINGER PRESSURE
MED. PLASTICITY 11 - 20 MEDIUM: BREAKS INTO PIECES OR CRUMBLES
WITH CONSIDERABLE PRESSURE
HIGH PLASTICITY 21 - 40 HIGH: CAN'T BE BROKEN WITH FINGER PRESSURE
VERY PLASTIC >40 VERY HIGH: CAN'T BE BROKEN BETWEEN THUMB AND
HARD SURFACE
GROUNDWATER
E WATER LEVEL AT END OF DRILLING, OR AS SHOWN
V WATER LEVEL AFTER 24 HOURS, OR AS SHOWN
ESTIMATED WATER LEVEL FROM PORE PRESSURE
SOIL MOISTURE - CORRELATION OF TERMS
SOIL MOISTURE SCALE FIELD MOISTURE GUIDE FOR
(ATTERBERG LIMITS) DESCRIPTION FIELD MOISTURE DESCRIPTION
- SATURATED - USUALLY LIQUID; VERY WET, USUALLY
FROM BELOW THE GROUND WATER
LL LIQUID LIMIT (SAT) TABLE (USE ONLY WITH LAB RESULTS)
ILASTIC - WET- VISIBLE FREE WATER, USUALLY IN COARSE -
RANGE SOILS BELOW WATER TABLE. SEMISOLID;
(PI) pL PLASTIC LIMIT (W) NEEDS DRYING TO FOR OPTIMUM MOISTURE
- MOIST - DAMP BUT NO VISIBLE WATER. SOLID;
OM OPTIMUM MOISTURE (M) AT OR NEAR OPTIMUM MOISTURE
SL SHRINKAGE LIMIT
- DRY - ABSENCE OF MOISTURE, DRY TO THE TOUCH
REQUIRES ADDITIONAL WATER TO ATTAIN
(D) OPTIMUM MOISTURE.
LIMESTONE MAY NOT YIELD SPT REFUSAL. ROCK TYPE INCLUDES LIMESTONE,
SANDSTONE, CEMENTED SHELL BEDS, ETC.
WEATHERED WEAKLY TO NON CEMENTED COASTAL PLAIN SEDIMENTS FORMERLY
LIMESTONE - CEMENTED INTO ROCK, BUT DOES NOT YIELD SPT REFUSAL. SAMPLES
FRESH ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK
RINGS UNDER HAMMER IF CRYSTALLINE.
VERYSLIGHT ROCK GENERALLY FRESH, JOINTS STAINED, SOME JOINTS MAY SHOW THIN CLAY
(V. SLI.) COATINGS IF OPEN, CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY.
ROCK RINGS UNDER HAMMER BLOWS IF OF A CRYSTALLINE NATURE.
SLIGHT ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO
(SLI.) ROCK UP TO 1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS
SOME OCCASIONAL FELDSPAR CRYSTALS ARE DULL AND DISCOLORED.
CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS.
MODERATE SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND WEATHERING
(MOD.) EFFECTS. IN GRANITOID ROCKS, MOST FELDSPARS ARE DULL AND DISCOLORED,
SOME SHOW CLAY. ROCK HAS DULL SOUND UNDER HAMMER BLOWS AND SHOWS
SIGNIFICANT LOSS OF STRENGTH AS COMPARED WITH FRESH ROCK.
MODERATELY ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS, ALL
SEVERE FELDSPARS DULL AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK
(MOD. SEV.) SHOWS SEVERE LOSS OF STRENGTH AND CAN BE EXCAVATED WITH A
GEOLOGISTS PICK. ROCK GIVES "CLUNK" SOUND WHEN STRUCK.
IF TESTED, WOULD YIELD SPT REFUSAL.
SEVERE ALL ROCKS EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND
(SEV.) EVIDENT BUT REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL
FELDSPARS ARE KAOLINIZED TO SOME EXTENT. SOME FRAGMENTS OF STRONG
ROCK USUALLY REMAIN.
IF TESTED, YIELDS SPT N VALUES > 100 BPF
VERY SEVERE ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEMENTS
(V. SEV.) ARE DISCERNIBLE BUT THE MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, WITH
ONLY FRAGMENTS OF STRONG ROCK REMAINING. SAPROLITE IS AN EXAMPLE OF
ROCK WEATHERED TO A DEGREE SUCH THAT ONLY MINOR VESTIGES OF THE
ORIGINAL ROCK FABRIC REMAIN.
IF TESTED, YIELDS SPT N VALUES < 100 BPF
COMPLETE ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY
IN SMALL AND SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES
OR STRINGERS. SAPROLITE IS ALSO AN EXAMPLE.
VERY HARD CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND
SPECIMENS REQUIRES SEVERAL HARD BLOWS OF THE GEOLOGISTS PICK.
HARD CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMMER
BLOWS REQUIRED TO DETACH HAND SPECIMEN.
MODERATELY CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES
HARD DEEP CAN BE EXCAVATED BY HARD BLOW OF A GEOLOGISTS PICK. HAND
SPECIMENS CAN BE DETACHED BY MODERATE BLOWS.
MEDIUM CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR
HARD PICK POINT. CAN BE EXCAVATED IN SMALL CHIPS TO PIECES 1 INCH MAXIMUM SIZE
BY HARD BLOWS OF THE POINT OF A GEOLOGISTS PICK.
SOFT CAN BE GROVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN
FRAGMENTS FROM CHIPS TO SEVERAL INCHES IN SIZE BY MODERATE BLOWS OF A
PICK POINT. SMALL, THIN PIECES CAN BE BROKEN BY FINGER PRESSURE.
VERY CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY WITH POINT OF PICK.
SOFT PIECES 1 INCH OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE.
CAN BE SCRATCHED READILY BY FINGERNAIL.
DESCRIPTIVETERM DESCRIPTIVETERM
KLY EMEN R MBLE R B TH HA R LITTLE
APPROX. - APPROXIMATELY
BLS - BELOW LAND SURFACE
BPF - BLOWS PER FOOT
BT - BORING TERMINATED
CALC.- CALCAREOUS
CBR - CALIFORNIA BEARING RATIO
CONSOL. - CONSOLIDATION
CPT - CONE PENETRATION TEST
CPTu - CPT WITH PORE PRESSURE
CSE. - COARSE
D -D-DRY
DCP - DYNAMIC CONE
PENETROMETER
DPT - DIRECT PUSH TECHNOLOGIES
DTW - DEPTH TO WATER
DIRK. - DARK
ELEV. - ELEVATION
F. - FINE
FIAD - FILLED IMMEDIATELY AFTER
DRILLING
FOSS. - FOSSILIFEROUS
FRAC. - FRACTURED
FRAGS.- FRAGMENTS
IGM - INTERMEDIATE
GEOMATERIALS
LL - LIQUID LIMIT (%)
LS. - LIMESTONE
LT. - LIGHT
MED. - MEDIUM
MOD. - MODERATELY
1000
U7
LU
0L
w
z
O
U
in
N 10
J
Q
O
Z
M or MOI - MOIST
N/A- NOT APPLICABLE
NES - NOT ENOUGH SAMPLE
NM -NOT MEASURED
ORG. - ORGANIC
PERM. - PERMEABILITY
PL - PLASTIC LIMIT (%)
PLAST.- PLASTICITY
PI - PLASTICITY INDEX (%)
REF - REFUSAL
SAA - SAME AS ABOVE
SAT. - SATURATED
SBT - SOIL BEHAVIOR TYPE
SCPTu - SEISMIC CPTu
SEDS. - SEDIMENTS
SOILS - SURFICIAL ORGANIC LADEN
SOIL
SPT - STANDARD PENETRATION
TEST
ST - SHELBY TUBE
TR. - TRACE
UCP - UNDIVIDED COASTAL PLAIN.
UU - UNCONSOLIDATED UNDRAINED
W/- WITH
WET
VERY
VERY
VST - VANE SHEAR TEST
WOH or W - WEIGHT OF HAMMER
WOR or W - WEIGHT OF ROD
ROBERTSON ET AL. 1990
7
1 = 1.31
8
9�
1
1
3
2
W EA
C TED C U S O REAKS W I NDLING O
FINGER PRESSURE
0.1
1 10
MODERATELY CEMENTED OR BREAKS WITH CONSIDERABLE FINGER
NORMALIZED FRICTION RATIO, F
PCRUMBLES RESSURE
r
STRONGLY CEMENTED WILL NOT CRUMBLE OR BREAK WITH FINGER PRESSURE
ZONE # DESCRIPTION
SYMBOLS
1.
SENSITIVE, FINE GRAINED
L
TEST BORING SPT N-VALUE
2.
ORGANIC SOILS-PEATS
ROADWAY EMBANKMENT °s °,'-
3.
CLAYS; CLAY TO SILTY CLAY
L
WITH SOIL DESCRIPTION
4.
SILT MIXTURES; CLAYEY SILT TO SILTY CLAY
SOIL SYMBOL AUGER BORING REF SPT REFUSAL
5.
SAND MIXTURES; SILTY SAND TO SANDY SILT
X
ARTIFICIAL FILL OTHER THAN CORE BORING
6.
SANDS; CLEAN SANDS TO SILTY SANDS
X
ROADWAY EMBANKMENTS
7•
GRAVELLY SAND TO SAND
8.
VERY STIFF SAND TO CLAYEY SAND*
CONE PENETROMETER TEST
SHELBY TUBE SAMPLE ®
9.
VERY STIFF FINE GRAINED*
STSAMPLE DESIGNATION 0 PIEZOMETER
* = OVERCONSOLI DATED OR CEMENTED
INSTALLATION
GENERAL NOTES
OR SPT SAMPLE SOUNDING ROD
®BULK
S OR SS SAMPLE DESIGNATION
SLOPE INDICATOR
1. Classifications are based on the United Soil Classification System and include consistency,
O INSTALLATION
moisture, and color.
Field descriptions have been modified to reflect results of laboratory tests
MODIFIED CALIFORNIA SAMPLE
where deemed appropriate.
ro nate.
e
OR CPT SBT OUT OF RANGE
2. Descriptions on these boring logs apply only at the specific boring locations and at the time the
NOTE:
BORING SYMBOLS MAY BE USED IN COMBINATION WITH ADDITIONAL SYMBOLS TO
borings were made.
They are not guaranteed to be representative of subsurface conditions at
DEPICT COMPANION BORINGS (BORING INSTALLED WITHIN FIVE HORIZONTAL FEET)
other locations or times.
OR BORINGS WITH CORE, ETC.

PROJECT REFERENCE NO. SHEET NO.
MUMMERS
CATLIN 220161 2
A• ,y .;� 'e� Engineers and Scientists SITE PLAN AND
Wilmington, North Carolina PROFILE LAYOUT
..7r�fry ir•s.'t.:'�� �l�•. a "S' •' 1.+y t,'•: ' � , ,.
_► v
e
NO
�% . . r y a � '•yam �� .r
•r•11F I I IMIfT
-
6 s
«< ` •
fi
mu
a�
m
4 ,
i •
ice•
0
r
c
�p
. t •� - - -� _ - .any � n� a
_ B
t F x • e '
4
au.t' � — rurvruex
4
' • a
-� ,•y 1 r � � • _—i_ •� ` � nsaxr..r rnvrucxr
• Si +
F . C++rr OLINA ROAD
RTH - -- -- — —
i+. r ,i'i i rr• ! �• - �r ° �' ' . - USS NO _ --- ---- ---- _ -
' qPP FOOT R WR ASPHALT PAVEMENT
ARENT 60
AS
= r
NOTES: j ,•_ 9
AERIAL IMAGERY OBTAINED FROM NC ONE MAP
SITE PLAN AND CONTOURS PROVIDED BY MOFFATT AND NICHOL IN DRAWING•
03200962 MOFFATT NICHOL USS NC SOUTH LOT TOPO 12-18-2020 FINAL SS.DWG

PROFILE THROUGH BORINGS PROJECTED ALONG A - Al
A
30
CPT-13
20
10
0
-10
-20
-30
-40
-50
-60
APPROXIMATE
CONE WATER SURFACE
FRICTION RESIST.
0 0 1
3 1.5� 0
12/20..........................
CLAYS
m
CPT-11
CPT-10 CPT-03
CPT-01
CPT-19
In
30
CONE APPROXIMATE
FRICTION RESIST. LAND SURFACE CONE CONE
FRICTION RESIST. FRICTION RESIST.
CONE CONE ( ) yo) o ( ) ( ) (m) (m)
FRICTION RESIST. FRICTION RESIST. 3 1S 0 '� ^o �o
(�1) (�1) 3 1.5 0 _ - 3 1.5 0 .
yp - - -
--��__ -.�v ... A
-------------
..... ....................
12/20 B — — — _ _ 12/20
i
------------
BT
BT
m
BT
O LIGHT BROWN TO GRAY, RECENT FILL CONSISTING OF FINE TO COARSE SAND AND SILTY SAND. APPROXIMATELY 50% PAVEMENT COVERED
GRAY TO BROWN, HISTORIC FILL AND ALLUVIAL OVER WASH CONSISTING OF SAND AND GRAVEL WITH INTERBEDDED THIN SILT AND CLAY RICH LAYERS
O GRAY, LOW TO MODERATELY ORGANIC ELASTIC/PLASTIC SILTS, CLAYS, AND SAND MIXTURES (ALLUVIAL) . .. .. .. NOTES. .... GROUNDPROFILE ALONG --GENERATED
Q DARK BROWN, HIGHLY ORGANIC SILT, AND SAND WITH WOOD FRAGMENTS. (ALLUVIAL) FROM 03200962_MOFFATT_NICHOL_USS_NC_SOUTH_
LOT_TOPO_12-18-2020_FINAL_SS.dgn DATED
12/18/2020
INFERRED STRATIGRAPHY IS DRAWN
THROUGH THE BORINGS WITH BOTH
PROJECTED ONTO PROFILE.
DEPTH TO WATER ESTIMATED FROM CPT PORE
PRESSURE.
0
200
400
600
800
1,000
1,200
1,400

PROFILE THROUGH BORINGS PROJECTED ALONG B - B'
30
20
10
0
0
d
CPT-14 CPT-12 SOIL TEST RESULTS 30
CPT-18
BORE SAMPLE DEPTH USCS % PASSING SIEVES MOISTURE I ORGANIC
ID. ID. INTERVAL CLASS. L.L. P.L. P. I. 10 I 40 I 200 CONTENT CONTENT
CPT-08 CPT-09
CPT-05
.................................................................... ............................... .... EXISTING LAND SURFACE............................................................................... 10
CONE.
FRICTION RESIST. CONE CONE
ISO5
430 FRICTION RESIST. CONE FRICTION RESIST. CONE
3 10 4p (1� (� CONE FRICTION RESIST. (�, (� FRICTION RESIST.
0 FRICTION R(S�InST. (� (o p / �1��`�_3 1 0 4p 'gyp �� 3 1 0
^p. p 3j0sp
4 / O 1��J �31
— — — s06 — — — — — — — — — — — — — — — — — — — —— _ — — — — — — — — — — — — — — — —
12/2
12/20 -sPSM�. 7/20 — _ _ _ . .
12/20---^��.t S-05 7ls2/:,C 0
© ----- 12/20 ©OH—
---------- SP
----- ORG
10
-10
...........
0
�s
I
BT
BT
-20
-30
-40
-50
-60
— — CLAYS_ — —
..........................
BT
REF
.................................... 1f
LARGE FILL DEBRIS
NDS AND SAND MIXTURES.............................................................................................. .
SANDS
---------
D MIXTURES, CLAYS, AND ORGANICS.............................................................................................. .
REF
REF SANDS TO GRAVELLY SAND
O LIGHT BROWN TO GRAY, RECENT FILL CONSISTING OF FINE TO COARSE SAND AND SILTY SAND. APPROXIMATELY 50% PAVEMENT COVERED
GRAY TO BROWN, HISTORIC FILL AND OVERWASH CONSISTING OF SAND AND GRAVEL WITH INTERBEDDED THIN SILT AND CLAY RICH LAYERS
OC GRAY, MODERATELY ORGANIC ELASTIC SILT WITH WOOD FRAGMENTS ALLUVIAL .. .. .. .. .. ..
(ALLUVIAL) NOTES: GROUNDLINE PROFILE ALONG -- GENERATED
Q DARK BROWN, HIGHLY ORGANIC SILT, AND SAND WITH WOOD FRAGMENTS. (ALLUVIAL) FROM 03200962_MOFFATT_NICHOL_USS_NC_SOUTH_
LOT_TOPO_12-18-2020_FINAL_SS.dgn DATED
12/18/2020
INFERRED STRATIGRAPHY IS DRAWN
THROUGH THE BORINGS WITH BOTH
PROJECTED ONTO PROFILE.
DEPTH TO WATER ESTIMATED FROM CPT PORE
PRESSURE.
0
200
400
600
800
1,000
1,200
1,400

PROFILE THROUGH BORINGS PROJECTED ALONG C - Cl
c
30—
CPT-1 5
20 ..... ..
10
CPT-16
CPT-07
CPT-06 CPT-04
CPT-02
cl
CPT-17A
30
.........................................................................................................................................................................................................
0
EXISTING LAND SURFACE
CONE
FRICTION' RESIST. FRICTION
M M M
o
CONE
RESIST.
M
o
FRICTION
.CONE ()
CONE FRICTION RESIST
CONE
RESIST., FRICTION
(p) .p M
'l' l
CONE
RESIST.
M
o
CONE
FRICTION RESIST. '
M M
o
^o
3 1.5 03�1.5 0
^o "�
3 1.5
FRICTION RESIST. (m).i���
0
�- 3 1.5 0
yo "�
^o
3 1.5 0 "P
--_
-----------
n
r ---__
12/20
O•---
.
� !/
12/20
------
-
2/20
12/210- ....
. . . . . .- __ . . . . . . . _
-----_-_-__. . . . . . . . . .
. . . .
0
12/20_ O--
�===r-
--- 2/20---- �:
12 --
9
----
LARGE FILL DEBRIS
-10 ....
BT
-20 ....
-30 . . . . . ...
-40 ....
-50
-60
Em
BT
01111111
BT
BT
------___ REF
................ ..............................
E@
O LIGHT BROWN TO GRAY, RECENT FILL CONSISTING OF FINE TO COARSE SAND AND SILTY SAND. APPROXIMATELY 50% PAVEMENT COVERED
GRAY TO BROWN, HISTORIC FILL AND OVERWASH CONSISTING OF SAND AND GRAVEL WITH INTERBEDDED THIN SILT AND CLAY RICH LAYERS
O GRAY TO BROWN, LOW TO MODERATELY ORGANIC ELASTIC/PLASTIC SILTS, CLAYS, AND SAND MIXUTRES (ALLUVIAL) .. .. .. NOTES: GROUNDLINE PROFILE ALONG --GENERATED
Q DARK BROWN, HIGHLY ORGANIC SILT, AND SAND WITH WOOD FRAGMENTS. (ALLUVIAL) FROM PO-1 62_M 020—FI _ L—SS.d_ICHOL UDA_SS NC_SOUTH_
LOT_TOPO_12-18-2020_FINAL_SS.dgn DATED
12/18/2020
INFERRED STRATIGRAPHY IS DRAWN
THROUGH THE BORINGS WITH BOTH
PROJECTED ONTO PROFILE.
DEPTH TO WATER ESTIMATED FROM CPT PORE
PRESSURE.
0
200
400
600
800
1,000
1,200
1,400

APPENDICES
Battleship NC - Living with Water - Geotech CATLIN Engineers and Scientists
CATLIN Project No. 220161 February 2021

APPENDIX A
CONE PENETRATION TESTING
AND
DIRECT PUSH TECHNOLOGIES
SOUNDING AND BORING
LOGS
Battleship NC - Living with Water - Geotech CATLIN Engineers and Scientists
CATLIN Project No. 220161 February 2021

CONE PENETRATION TEST
CATLIN NO.: 220161 1
CITY, STATE: WILMINGTON, NC
I COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-01
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 1.3
COLLAR ELEV.: 3.2 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,531
EASTING: 2,316,528
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf) ]F
1.5 1.0 0.5 0 50 100150200250300350
FRICTION
RATIO (*/.)
0 2 4 6 8.
PORE
PRESSURE (tsf)
,_1 0 1 2 3.
EQUIVALENT
SPT N_/.
.0 2.5 5.0 7.5
SOIL BEHAVIOR
TYPE (QT) (1990)
8 7 6 5 4 3 2 1
L
O
r_
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
i
3.2 LAND SURFACE 0.0
OUT OF RANGE
(SM) -SAND MIXTURES
-1.s 4.8
-3.0 (ML) - SILT MIXTURES 6.2
(SP-SM) - SANDS AND
SAND MIXTURES
SM) -SAND MIXTURE;
(OH) - CLAYS
Boring Terminated at
Elevation -17.3 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-02
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 1.7
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,286
EASTING: 2,316,536
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/11/20
COMP. DATE: 12/11/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
20 40 60 80 100120140
FRICTION
RATIO (9/6)
0 2 4 6 8
PORE
PRESSURE (tsf)
.-1 3.
EQUIVALENT
SPT N,%
.0 50 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
:
3.5 LAND SURFACE 0.0
O
5
;
:...:....:..
:
:...:..: ..:...:
:..:...:... =...
:.. :....:... .:....:
........
:....:...:....:....:
:....: . ..:....:....:
...............
:::
:
.....:. . ....:....:
..... ....:....:....:
:
:
::. .:....:.... :....:
: ...:... ...:.....
.:.
.:.:..
. :. ...:..:.:.
:.:..:.. .:.:.:..:..:.:
:. :..:..
..:..:..:.:...
OUT OF RANGE
1.6 1.9
(GW-S ) - GRAVELLY
SAN TO SAND
5
•,•,•
OUT OF RANGE
10
15
20
(SP) -SANDS
(GW-SPD- GR AVELLY
SAN TO SAND
10
(SP) -SANDS
8.4 11.9
9.4 (MH) SILT MIXTURES 12.9
-15
(PT) CLAYS WITH
ORGANIC SOIL LAYERS
-17.0 20.5
Boring Terminated at
Elevation -17.0 ft

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-03
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 3.7
COLLAR ELEV.: 4.0 ft
TOTAL DEPTH: 20.3 ft
NORTHING: 178,493
EASTING: 2,316,236
24 HR. M
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
016 0 4 012 0 10 20 30 40 50 60 70
FRICTION
RATIO (%)
0 2 4 6 8.
PORE
PRESSURE (tsf)
_1 y I3.
EQUIVALENT
SPT N.,
.0 50 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
4.0 LAND SURFACE 0.0
0
:...:.........
;... ... ...
:...:..:...:.
...:..:...:..
;...:..:...:.
......}.......}..{...
g... ......p... ...........;
..i..:...i...i...i..:...i...:
..:.......:...:..:...:...
:..:...:...:......
:. ..p............:
:....i. :.... ....;
:....• ...:....
:.. ........:
:..... .
OUT OF RANGE
SP -SANDS
5
10
i /
i
i
i
i
i
(OL-OH) - CLAYS AND
L AYERS OF SILT
MIXTURES
-16.3 20.3
-10
15
-15
2i)
Boring Terminated at
Elevation -16.3 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-04
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.6
COLLAR ELEV.: 3.9 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,256
EASTING: 2,316,252
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
151005 1 20 40 60 80100120140
FRICTION
RATIO (%)
0 2 4 6 8
PORE
PRESSURE (tsf)
._1 3.
EQUIVALENT
SPT N,%
.0 50 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
7 4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
3.9 LAND SURFACE 0.0
0
....:....:...:. .
............. ...
:...:....:...:.
:...:....:...:..
:...:....:.......
:
: : :
...:...:. :...:...:...:...:....
...... .................
.:...:......:........
..:.......... ... :...:...:...:
...:...:..:...:...:...:... .
...:...:..:...:...:...:...:...:
. . .
. ...................
.
•
.... ..............
.... ........
..:....:....:
....: ...:....
.:....:....:
.:
•.........:
:..
...:....:....:....:
:....:....:....:....:
....:....:....:....:
:.:..:..:.:.:. '
:.:..:..:.:.:.'
:.:.:..:.:.:..
(SC) - OUT OF RANGE
AND V. TIFF CLAYEY
S
SAND
.._os
(SP) - GRAVELLYSAN D as
TO SANDS
10
15
20
-2.s (MH) SILT MIXTURES s.s
AND CLAYS
5
-10
:....:....:... ....:
:.
_
(S - GE
P) AOND SANDSN
(SM MH) CLAYS WITH
SAND MIXTURE LAYER
(PT) - OUT OF RANGE,
CLAYS, ORGANIC
YS AND OR
SOILS
-16.6 20.5
-15
Boring Terminated at
Elevation -16.6 ft

CONE PENETRATION TEST
SOUNDING REPORT
DIRECT PUSH TECHNOLOGY
BORING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-05
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.4
COLLAR ELEV.: 3.9 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,379
EASTING: 2,316,388
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(n)
FRICTION CONE RESISTANCE
(tsf) (tsf)
151005 0 50100150200250300350
FRICTION
RATIO (%)
0 2 4 6 8
PORE
PRESSURE (tsf)
.11 3.
EQUIVALENT
SPT Nwl
.0 0 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
T Y 4
L
0
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
:
3.9 LAND SURFACE 0.0
0
5
......
:
...:......:
:...:...:...:..
:...:...:...:..
:...:.......:..............................;
.... ..........................
... ...
:...:....
♦
...:...:...:...:...:...:...:
...:...:...:...:...:...:...:
....................
....:....:....:....:
.... ..... ........
.
:.... :....:....:
............. .......
:........:....:....:
...... ...........
:....:.. .....:.....
....
:.. :....:....:...
.............. .......
.............
OUT OF RANGE
(SP) SANDS AND
GRAVELLY SAND
-s.7 ss
5
10
15
20
-10
(OH) -CLAYS
-16.6 20.5
15
Boring Terminated at
Elevation -16.6 ft
CATLIN NO.: 220161 CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: L.PUGH
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-05-GEO
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
0 HR. N/A
COLLAR ELEV.: 3.9 ft
TOTAL DEPTH: 12.0 ft
NORTHING: 178,379
EASTING: 2,316,390
24 HR. FIAD
DRILL MACHINE: CATLIN CPT/DPT-01
DRILL METHOD: Direct Push
HAMMER TYPE: N/A
DRILLER: D.T. CHALMERS
START DATE: 12/28/20
COMP. DATE: 12/28/20
SURFACE WATER DEPTH: N/A
ELEV
(ft)
5
SAMP.
ELEV.
TOP
(ft)
SAMP.
DEPTH
TOP
(ft)
w
0
w v
o
~
��
J
U
F~
Q-
J J
a
}
x
w
U))�
Z
0-
PERCENT
PASSING
SIEVES
10 40 200
w o
Z
�w
O Z
2 O
U
Za Z
Ow
Z
0 0
w
j
wU)
w O
2
SAMP.
NO. &
USCS
L
0
G
SOIL AND ROCK DESCRIPTION
LAND SURFACE
0
X.
SURFICIAL ORGANIC LADEN SOIL
ARTIFICIAL FILL
(SP) - LIGHT BROWN, F. SAND
4.1 8.0
NO RETURN - LITHOLOGY INFERRED
56 9 5
5 FROM SISTER BORING CPT-05 DATA J — —
NO RETURN-LITHOLOGY INFERRED
-8.1 FROM SISTER BORING CPT-05 DATA 12.0
-5
NP
NP
NP
100
70
4
S=05
SP
-10
Boring Terminated at Elevation -8.1 ft
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
75

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-06
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 4.3
COLLAR ELEV.: 2.4 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,194
EASTING: 2,316,174
24 HR. M
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / —9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
p 20 40 60 80 100120140
FRICTION
RATIO (%)
0 2 4 6 8
PORE
PRESSURE (tsf)
. 1 y I 3.
EQUIVALENT
SPT N_/.
.0 50 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
2.4 LAND SURFACE 0.0
0
5
:...:........
:...:... ...:...
:...:... ...:...
:...:...: ...:...
:...:...: ...:...
.....
...: ...: ...:...
... :... }...;...,�
}...: ..:...:
...�...............
:....;... .......
.....
....:
:....: .. ;....:
'....I....I....I....:
:...;....
:.;..:..:..:.:..
(GW) - GRAVELLY SAND,
OUTOFRANGE,AND
-0.5 VERY STIFF CLAYEY 2.9
SAND
5
10
.. ..}...;... �...}.. r.
..:...}...;...q...i..r.
..:...;...;...;...;...;..;...:
..:..:...:...:...:..:...
.. ....: .........
..i..:....;...,...:..:........
(CL) -CLAYS
-4 (SC-SM) -SANDS, SAND 7 1
MIXTURES, AND CLAY
AN RE
D SILT MIXTU
LAYERS
-10
15
(PT) CLAYS WITH THIN
LAYERS OF SILT
MIXTURES AND
ORGANIC SOILS
-18.1 20.5
-15
20
Boring Terminated at
Elevation -18.1 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-07
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.3
COLLAR ELEV.: 1.7 ft
TOTAL DEPTH: 20.3 ft
NORTHING: 178,170
EASTING: 2,315,996
24 HR. M
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
151005 50100150200250300350
FRICTION
RATIO (%)
0 2 4 6 8
PORE
PRESSURE (tsf)
._1 3.
EQUIVALENT
SPT N,%
.0 50 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
7 4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
1.7 LAND SURFACE 0.0
0
5
10
:...:...:..:...
i...:. ..
:...:...:...:..
...........:..
...:...:.......
...:...:...:......:..:...:...:...:..:...:...;
:..........:..
...:...:..' .y.............,
:..:...:...:...:..:...:...�
....:...:....... :..:...:...;
......�...�
...:... ..:...:...:
.......................;
... .... ..:............... ...•
;.........:....:....,
;....;....
�....... ..�
;....
• ......•
,... ...:....:.....
_ _•••• ••••!••••:••••_
}.......... ...:....{
....,....
•....... .........•
..... ...�....�....,
_
•.... �.... �.... �....•
.:.:.... ..:.:.......
0.6 (GW) - GRAVELLY SAND 1.1
VERY STIFF
AND FINE
-1.5 GRAINED 3,2
-2.8 OUT OF RANGE AND a.s
GRAVELLY SAND
(GW)- GRAVELLY SAND
-10
6.3 (SP) SANDS ANDS D e.0
- - AN
MIXTURES
_
AORGANIC
INTERBEDDEDSOILS
-18.6 20.3
15
20
1 5
Boring Terminated at
Elevation -18.6 ft

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-08
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 3.3
COLLAR ELEV.: 2.3 ft
TOTAL DEPTH: 36.5 ft
NORTHING: 178,382
EASTING: 2,315,958
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / —9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (ts,
p 50100150200250300350
FRICTION
RATIO (%)
0 2 4 6 8.-1
PORE
PRESSURE (tsf)
y 1 3.
EQUIVALENT
SPT Nw/
.0 0 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
T Y 4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
:
2.3 LAND SURFACE 0.0
O
5
:...:...:..:.
:...:...:.. ...
:
:...:...:..:. .
:...:.....:..
........:......
:...:...:......
:...:...:...:......:...:...:...:...
:...:...:...:.
: :
.......:...:.
:...:...:...:.....:...:...:...
:...............
:. ...
...:.... ..:...:...:...:. ..:...:
...:.... :...:...:...:...:...
...:......:...:...:...:...:...:
...i...:...c...:...;...:........
................................
............:...: ...:...:...:...:
:...:...:...:
:...:...:...:...:...:...:
:...:...:...:
...:. .:...:...
:...:...:...:...:
. . . .
..................:...:...:
...:........ ...........:
:...:....:....:....:
: ...:....:....:....:
..............
...........
:....:....
"' ice`"
:....:....:....:....:
.. .:....:....:.....
:...:....:....:....:
: .
:. ........:....:
: ... ...:....:....:
:.... :....:....:
...... .. .....:...
....:.. .....:....
:....:.. :....:....:
...... ............
:....:.. :....:....:
:....:....:...
: :••••:•••• ••••:•••.:
:....:...
:........:....
...:....
....:....:....:....:
.. .................
:...:....:....
• ••�••••�♦♦♦♦�•••••
•••;••••�•••• :.....
:.:.:..:.:.:.
••,•�♦♦� � ♦�♦^♦•�•
..:.:..:..:.
(SP) - SANDS
a.2 OUT OF RANGE AND 2.1
GRAVELLY SAND
-5
(SP)- GRAVELLY SAND
AND SANDS
10
15
20
25
30
35
10
LAYS AND
6.1 (CL ML C 8.4
SIL MIXTURES
_
_
(SP) SANDS
(PT) CLAYS, ORGANIC
SOILS, OUT OF
LS, AND OU
RANGE
-18.3 20.6
-15
-20
/
(OH) OUT OF RANGE
AND CLAYS
-21.1 23.4
-25
- SANDS AND
SAND MIXTURES
(CL) - CL AYS
-30
(SP) - SANDS
-2s.1 31.4
-36.s (SM) SAND MIXTURES 33.2
i
� i
(OH) CLAYS, ORGANIC 34
32.4 LS, AND OU .7
SOI ORGANIC
RANGE
(SM) - SAND MIXTURES
(SP) - SANDS
Boring Terminated WITH
CPT REFUSAL at
Elevation -34.2 ft
PAGE
INTENTIONALLY
BLANK

CONE PENETRATION TEST
SOUNDING REPORT
DIRECT PUSH TECHNOLOGY
BORING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-09
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 4.3
COLLAR ELEV.: 3.0 ft
TOTAL DEPTH: 34.6 ft
NORTHING: 178,402
EASTING: 2,316,097
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
p 50100150200251300350
FRICTION
RATIO (%)
0 2 4 6 8.
PORE
PRESSURE (tsf)
1 y I 3.
EQUIVALENT
SPT Nwl
.0 0 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
3.0 LAND SURFACE 0.0
0
5
;,,,;,,,;,,,,;,,,
:...:...:... ..
:...:...:..
........:.....
:...:...:........
... ...... .:...
:...:...:.........
.
:...:...:....:..
:...:...:... ...
.................
:...:...:........
:...:...:.. '...
,,,:„• :,,,;,,,:
...' .....:...:...:...:. ..:...:
............
:...:...:...:... :...:.... .
...:...:...:...:...:...:...:...:
... :...:....... :...: :...:...:
...:...:...:...:...:...:...:...:
...:...:.......:...:...:...:... :
.......:.......:...:
...:...:...:...:...:...:...:...
. . .
:...:....... :...
.. ...:.......:... :...:...:...
... ............:
: .... .....
:... ............
.................
:.....
....
:....:....
:....:..
:....:. ....:....:
...:....:....:
..
:.. '............:
: :.... ....:....
..... ............
: :....:...... .:....:
:....
:....:. ... ...:...
. ........
....... .:....
'
:...:....:....:....
:....:....:
....................
:.:.:..:.:.:.
(SP-SM) - GRAVELLY
0.9 SAND, SANDS, AND OUT 2.1
OF RANGE
5
ANDS GRAVELLY 4.2
S AND GRA Y
SAND
10
-5.1
_ _
ML) CLAYS AND
(CLCLAYS
(CL
SILT MIXTURES
8.1
-1 0
(OH) CLAYS AND SILT
MIXTURES WITH THIN
LAYERS OF SAND AND
OUT OF RANGE
(28.5 % ORG)
15
20
15
(SC-CL) -VERY STIFF
FINE GRAINED
(AMD-SIL T MIXTURES
N SAND MIXTURES
-20
(PT) - CLAYS WITH
LAYERS OF ORGANIC
-18.6 SOILS 21.6
25
30
(SP-SM) - SAND
-z1 s MIXTURES AND SAND 2a.s
-25
•
(SP) - SANDS
-28.9 31.9
-30
(SM) SAND MIXTURES
31.0 34.0
(GW) - GRAVELLY SAND
Boring Terminated WITH
CPT REFUSAL at
Elevation -31.6 ft
CATLIN NO.: 220161 CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: L.PUGH
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-09-GEO
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
0 HR. N/A
COLLAR ELEV.: 3.0 ft
TOTAL DEPTH: 20.0 ft
NORTHING: 178,402
EASTING: 2,316,098
24 HR. FIAD
DRILL MACHINE: CATLIN CPT/DPT-01
DRILL METHOD: Direct Push
HAMMER TYPE: N/A
DRILLER: D.T. CHALMERS
START DATE: 12/28/20
COMP. DATE: 12/28/20
SURFACE WATER DEPTH: N/A
ELEV
(ft)
5
SAMP.
ELEV.
TOP
(ft)
SAMP.
DEPTH
TOP
(ft)
w~~
p�
w v
o
��
J
U
Q�
01 J
a
>_
�
x
w
v~i�
Z
0-
PERCENT
PASSING
SIEVES
10 40 200
w o
w
Z
�w
O Z
O
U
za Z
Ow
Z
0 0
w
w
o
wU)
w O
20
SAMP.
NO. &
USCS
L
0
G
SOIL AND ROCK DESCRIPTION
3.0 LAND SURFACE 0.0
0
NP
NP
NP
100
82
12
-
SP-SM
ARTIFICIAL FILL
(SP) - LIGHT BROWN TO GRAY, F. SAND
-4.0 7.0
5
NP
NP
NP
100
82
12
S=01
SP-SM
_
NA
NA
NA
83
74
66
28.5
S=02
�-17.0
ALLUVIAL
(OL) - DARK BROWN, ORGANIC SILT,
WITH WOOD FRAGMENTS
20.0
-10
NA
NA
NA
NA
NA
45.5
S 03
-15
NA
NA
NA
NA
NA
49.1
S 04
-20
Boring Terminated at Elevation -17.0 ft
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-10
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 4.1
COLLAR ELEV.: 2.1 ft
TOTAL DEPTH: 20.4 ft
NORTHING: 178,559
EASTING: 2,316,094
24 HR. M
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
FRICTION CONE RESISTANCE
FRICTION
PORE
EQUIVALENT
SOIL BEHAVIOR
L
SUMMARY OF INTERPRETED
ELEV
DEP.
(tsf) (tsf)
RATIO (%)
PRESSURE (tsf)
SPT Nwl
TYPE (QT) (1990)
O
SOIL DESCRIPTION
(ft)
(ft)
p 20 40 60 80 100120140
0 2 4 6 8
-1 3.
.0 0 7
G
5
0
2.1 LAND SURFACE 0.0
0.5 (SC) - VERY STIFF SAND s
0
... ..............:
p.. .:....
OUT OF RANGE AND
. . ........:...:...:...:
-1.a GRAVELLY SAND 3.5
(GW-SP) - GRAVELLY
5
:...:..:...:. .
:
L.-
SAND AND SANDS
.....
?....
•:•
-4.7 68
SP SANDS WITH SAND
( MIXTURE LAYERS
10
-7.2 9.3
(MIXTUR
,
,
...:..:...:..
:...:...:...:...:...:... :...F
F....:....•
i•
MIXTURES, SILT
-10
:...
..............
;....: .
MIXTURES
- CLAYS WITH
LAOH
YERS OF ORGANIC
15
:......:...:..
..............................:
;... .........
:.......... .......p
c
i i
� i
SOILS AND SAND
MIXTURES
15
:...:..:...:
. '............ :...:......
...
_
� i
-14.4 16.5
STIFF
...:..:..
..•.• :
7V
1...........a.5
16.4 GRAINED
RFINE
IXTU(ML) -SILT M20:••••••••:••• 20.3
18.2
;...
••..•.•.•:;•••;••• •••:.......:
:..... .....:
.
;..... •
..........
:
(OH) - CLAYS AND
ORGANIC SOILS
onng ermina ei a
Elevation -18.3 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-11
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.3
COLLAR ELEV.: 2.1 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,511
EASTING: 2,315,897
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
FRICTION CONE RESISTANCE
FRICTION
PORE
EQUIVALENT
SOIL BEHAVIOR
L
SUMMARY OF INTERPRETED
ELEV
DEP.
(tsf) (tsf)
RATIO (%)
PRESSURE (tsf)
SPT Nwl
TYPE (QT) (1990)
O
SOIL DESCRIPTION
(ft)
(ft)
115 110 015 20 40 60 80 100120140
0 2 4 6 8
-1 3.
.0 0 7
G
5
0
2.1 LAND SURFACE 0.0
SC
(CLAYEYSANDF
0
:,,...... ' ..
......: ,;,,,:,
71
(SP) - GRAVELLY SAND
5
:...:....:....:....:
5
5.4 7.5
;......:..... ..
.......... .............:...p
...
SP SANDS
10
10
:..:....:.
.:..:...:...:...:..:
o.0 12.1
1.1 (SM) SAND MIXTURES 13.2
it it
(CL) - CLAYS
15
:.......:...
:
........................
:..
....:..
�
_1�j
:...:..:....:
............:..............c
c....:......
-14.9 17.0
-15.9 18.0
(OH) CLAYS AND
ORGANIC SOILS
20
...:..:...,..
........................;
:.... .. .........p
p....:.. .. .:....;
-18.a (CL) CLAYS 20.5
Boring Terminated at
Elevation -18.4 ft

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-12
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 3.2
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,394
EASTING: 2,315,745
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
p 50 100150 200 250 300 350
FRICTION
RATIO (%)
0 2 4 6 8.-1
PORE
PRESSURE (tsf)
y I 3.
EQUIVALENT
SPT N.,
.0 50 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
3.5 LAND SURFACE 0.0
0
:
............ ...
:...:...:... :..
:...:...:...:..
:...:...:...:......:...:...:...:...:...:...:
.......:...:. :.......:...:....
...:...:...:...:...:...:... : ...:
...:...:...:...:...:...:...:
....:..........
.:....:
. ...:....:....:....:
:....:... .....:....:
.... ...:....:....:
.... .... :....:....
..............
:....: ...:...
:....:.. .:....:....:
:....' .:. ...:....:
.
...
:.:
OUT OF RANGE
1.4 2.1
0.0 (SC) - VERY STIFF a.s
-5
-2.2 (SP) -SANDS 5.7
10
15
20
(OH) SILT MIXTURES
SP -GRAVELLY SAND
91
10
72 (OL-OH) - SILT MIXTURES 107
I Nl/l
(OH ) - CLAYS
-17.0 20.5
-15
Boring Terminated at
Elevation -17.0 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-13
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.1
COLLAR ELEV.: 2.7 ft
TOTAL DEPTH: 20.6 ft
NORTHING: 178,514
EASTING: 2,315,589
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/30/20
COMP. DATE: 12/30/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
15 10 05 1 20 40 60 80100120140
FRICTION
RATIO (%)
0 2 4 6 8
PORE
PRESSURE (tsf)
._1 3.
EQUIVALENT
SPT N_/.
.0 50 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
7 4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
2.7 LAND SURFACE 0.0
0
:"':"":"" "
............
:...:....:...:..
:..........
' ""':"""':"'
...........:..:...:
.................:
..:...:...:..............:
.....:. ............
..................:
:..
...... ...:....:....:
:. ..:....:....:....:
(SC) - VERY STIFF SAND
:.:......
_ (SM)-SAND MIXTURES
o.s AND SANDS a.o
.
(OH) - CLAYS WITH2.0 4.7
O...............:....(SP)
L1O
15
20
SANDS AND
-5.s GRAVELLY SANDS g,g
-10
(OH) -CLAYS
-15
Boring Terminated at
Elevation -17.9 ft

CONE PENETRATION TEST
SOUNDING REPORT
DIRECT PUSH TECHNOLOGY
BORING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-14
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 3.7
COLLAR ELEV.: 4.4 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,352
EASTING: 2,315,654
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(n)
FRICTION CONE RESISTANCE
(ts0 (tsft
151005 0 50100150200250300350
FRICTION
RATIO (IPRESSURE
0 2 4 6 8
PORE
(tsft
.1 3.
EQUIVALENT
SPT N�.�
.0 0 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
4.4 LAND SURFACE 0.0
0
5
.
;...;...;.. ..
:...:.....:......:...;..'
;...;...;...,.
................
: : : : : :
..;...}...:...:...:...
i...
.......:...: ..:....
...;...;...:...:...:...;..
:...
: . : :
....................
: : : :
....
: : : : : :
�""�"";
...... ............:...
:
;'�">'�"
(SP) - OUT OF RANGE 16
AND GRAVELLY SAND
0.7 3.7
SAND MIXTURES 5.3
-5
10
- SILT
CLAYS AND
-3.1 MIXTURES 7.5
•
SP
(SP) - SANDS
-10.9 15.3
10
15
15
20
(OH) -CLAYS
5.4 19.8
(PT) - CLAYS AND
ORGANIC SOILS
Boring Terminated at
Elevation -16.1 ft
CATLIN NO.: 220161 CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: L.PUGH
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-14-GEO
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
0 HR. N/A
COLLAR ELEV.: 4.4 ft
TOTAL DEPTH: 8.0 ft
NORTHING: 178,352
EASTING: 2,315,655
24 HR. FIAD
DRILL MACHINE: CATLIN CPT/DPT-01
DRILL METHOD: Direct Push
HAMMER TYPE: N/A
DRILLER: D.T. CHALMERS
START DATE: 12/28/20
COMP. DATE: 12/28/20
SURFACE WATER DEPTH: N/A
ELEV
(ft)
5
SAMP.
ELEV.
TOP
(ft)
SAMP.
DEPTH
TOP
(ft)
w 0
p
w v
p
~
0
J
0
~
U)
J J
a
}
�
x
w
v~i�
Z
0-
PERCENT
PASSING
SIEVES
10 40 200
w o
Z
U)w
O Z
O
U
Za Z
Ow
Z
0 0
w
j
w�
w O
2
SAMP.
NO. &
USCS
L
0
G
SOIL AND ROCK DESCRIPTION
LAND SURFACE
0
TOPSOIL
ARTIFICIAL FILL
0.4 (SP-SM)SA D14 -HTO SIILLTY WNSANDND CSE. 4.0
NP
NP
NP
96
56
5
S=06
SP-SM
-5
16 ALLUVIAL 6.0
2 6 WOOD DEBRIS 7,0
73
46
27
99
93
89
S=07
MH
NP NP NP 100 78 4
(MH) -GRAY, ELASTIC SILT
S-08
SP
(SP) - GRAY, F. SAND
-10
Boring Terminated at Elevation -3.6 ft
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
75

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-15
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 4.1
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 20.6 ft
NORTHING: 178,231
EASTING: 2,315,581
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/30/20
COMP. DATE: 12/30/20
SURF. WATER DEPTH: N/A
FRICTION CONE RESISTANCE
FRICTION
PORE
EQUIVALENT
SOIL BEHAVIOR
L
SUMMARY OF INTERPRETED
ELEV
DEP.
(tsf) (tsf)
RATIO (%)
PRESSURE (tsf)
SPT N_/.
TYPE (QT) (1990)
O
SOIL DESCRIPTION
(ft)
(ft)
151005 0 50100150200250300350
0 2 4 6 8
.1 y I 3.
.0 50 1P
4
G
5
0
:
3.5 LAND SURFACE 0.0
1.9 OUT OF RANGE 1.6
GW-SP -GRAVELLY
0
:...:...:.....
...:. :...:...:...:...:...:...:
: . :....
5
.•
0.2 SANDS 3.7
.
SP -SANDS
-3.s (SM) SAND MIXTURES 71
:...:...:
:....:. ..:...
... ....:.... ...
:.. :....:....:....:
:.:..:..:.. .
(CL)_ CLAYS
5.4 8.9
5
10
:...:...:...:..
...:...:...:...:...:...:...:...:
.....: ......:....:
....:....:
................
...............
(SP) -SANDS
-7.5 11.0
(PT) CLAYS WITH
:
:....:.... ...:....:
:....: ... ....:....:
: ............. :...
-10
:...:...:... :..
...:...:...:...:...:...:...:...
LAYERS OF ORGANIC
SOILS
15
-15
20
:
17.1 20.6
Boring Terminated at
Elevation -17.1 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-16
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 3.2
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 20.6 ft
NORTHING: 178,231
EASTING: 2,315,737
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/17/20
COMP. DATE: 12/17/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
510 10015020025030 0350
FRICTION
RATIO (%)
0 2 4 6 8.-1
PORE
PRESSURE (tsf)
3.
EQUIVALENT
SPT N,%
.0 50 7P
SOIL BEHAVIOR
TYPE (QT) (1990)
7 4
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
:
3.5 LAND SURFACE 0.0
0
:
:
:...:............
:...:....:........
:
...................
...:...:..:...:...:...:... :...:
...:...:......
...........:.....
....:... ..:....:
.....
..... ............:
....................
.... :....:....:....:
........ .
:. :..:..:.:.:.
1 y OUT OF RANGE 1.6
- SANDS
-0.5 (SP) 4.0
-5
•
CL CLAYS
-z.2 5.7
10
15
20
(SP) - SANDS
-7.4 0.9
10
-
(PT) CLAYS WITH
LAYERS OF ORGANIC
SOILS
7.1 20.6
-15
Boring Terminated at
Elevation -17.1 ft

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-17
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 2.1
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 6.6 ft
NORTHING: 178,287
EASTING: 2,316,745
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/11/20
COMP. DATE: 12/11/20
SURF. WATER DEPTH: N/A
FRICTION CONE RESISTANCE
FRICTION
PORE
EQUIVALENT
SOIL BEHAVIOR
L
SUMMARY OF INTERPRETED
ELEV
DEP.
(tsf) (tsf)
RATIO (%)
PRESSURE (tsf)
SPT Nw/
TYPE (QT) (1990)
0
SOIL DESCRIPTION
(ft)
(ft)
4 0 50100150200250300350
0 2 4 6 8
-1 3.
.0 0 7
G
5
0
3.5 LAND SURFACE 0.0
ARTIFICIAL FILL
:
:. ..:....:....:....:
:.. ..:....
0.8 OUT OF RANGE 2.7
0
5
:...:.....:..
... :...........:...
:
:. .. .... .........
: :.... ...:....:....:
:...:....:....:....:
.......
1.0 4.5
( SAND ANDRSAVNDSY
2.2 OUT OF RANGE AND 5.7
VERY STIFF, FINE
GRAINED
j(=GW-SP)AVELLYANDS
OUT OF RANGE
Boring Terminated WITH
CPT REFUSAL at
Elevation -3.1 ft
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-17A
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.3
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 11.5 ft
NORTHING: 178,294
EASTING: 2,316,738
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/11/20
COMP. DATE: 12/11/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
4 50100150200250300350
FRICTION
RATIO(%)
0 2 4 6 8
PORE
PRESSURE (tsf)
-1 3.
EQUIVALENT
SPTNwl
.0 0 7
SOIL BEHAVIOR
TYPEQT 1990
( )( )
L
O
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
3.5 LAND SURFACE 0.0
0
5
:...:....:...:..
:
:...:........ :
............
.. .....................:...:
..:...:..:...
:.. .:....:....:....:
.
:.... ....:.... :.. .
: :.. :....:....:....:
:.: :....:.:.
OUT OF RANGE
o.s 2.s
5
(SP) SANDS
-1.5 5.0
10
-2.7 (SC) - VERY STIFF SAND 6.2
T CLAYEY
O(SP)
SANDSND
(ML) - SILT MIXTURES
8.0 OUT OF RANGE 11.5
Boring Terminated WITH
CPT REFUSAL at
Elevation -8.0 ft

CONE PENETRATION TEST
SOUNDING REPORT
DIRECT PUSH TECHNOLOGY
BORING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-18
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
EST. 0 HR. 2.8
COLLAR ELEV.: 3.3 ft
TOTAL DEPTH: 11.0 ft
NORTHING: 178,409
EASTING: 2,316,671
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in
CONE ID: DSG1156
DRILLER: EDDIE SWAIN
OPERATOR: EDDIE SWAIN
START DATE: 12/11/20
COMP. DATE: 12/11/20
SURF. WATER DEPTH: N/A
ELEV
(ft)
DEP.
(ft)
FRICTION CONE RESISTANCE
(tsf) (tsf)
4 0 5,0 100150 200 250 300 350
FRICTION
RATIO (%)
0 2 4 6 8.-1
PORE
PRESSURE (tsf)
y I 3.
EQUIVALENT
SPT N_/.
.0 50 7
SOIL BEHAVIOR
TYPE (QT) (1990)
4
L
0
G
SUMMARY OF INTERPRETED
SOIL DESCRIPTION
5
0
3.3 LAND SURFACE 0.0
0
5
10
e...:..:...:..
�......:...:...
.......:......
; ...:......:...
...: .....:...:...:...:.......i
.:...:...........:...:.......:
......:.......
:.......
iL
c ...L
p...
c... ...............c
c
:....
OUT OF RANGE
as z 7
—5
SP
( )— SANDS
—3.0 6.3
(SM ML) SAND 7.3
-4.0 MI ILT e.4
MIXTURES AND S
MIXTURES
_�.� (SP) -SANDS 11.0
(SC-CL) - VERY STIFF
SAND TO CLAYEY SAND
AND VERY STIFF FINE
GRAINED
Boring Terminated WITH
CPT REFUSAL at
Elevation -7.7 ft
CATLIN NO.: 220161 CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: L.PUGH
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-18-GEO
STATION: N/A
OFFSET: N/A
ALIGNMENT: N/A
0 HR. N/A
COLLAR ELEV.: 3.3 ft
TOTAL DEPTH: 2.0 ft
NORTHING: 178,409
EASTING: 2,316,672
24 HR. FIAD
DRILL MACHINE: CATLIN CPT/DPT-01
DRILL METHOD: Direct Push
HAMMER TYPE: N/A
DRILLER: D.T. CHALMERS
START DATE: 12/28/20
COMP. DATE: 12/28/20
SURFACE WATER DEPTH: N/A
ELEV
(ft)
5
SAMP.
ELEV.
TOP
(ft)
SAMP.
DEPTH
TOP
(ft)
S
w a
p�
v
p
�~
O�
J
U
~
Q2
JJ
a
}
x
w
�o
gZ
a
PERCENT
PASSING
SIEVES
10 40 200
w o
� Z
U)w
OZ
25 O
�
U
a Z
Ow
�Z
00
w
j
w�
w0
2
SAMP.
NO. &
USCS
L
0
G
SOIL AND ROCK DESCRIPTION
3.3 LAND SURFACE 0.0
0
NP
NP
NP
99
80
20
S=09
SM
UNDIVIDED COASTAL PLAIN
1.3 (SM) - LIGHT BROWN, SILTY, F. SAND 2 0
Boring Terminated WITH DPT REFUSAL at
Elevation 1.3 ft
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
75

CONE PENETRATION TEST
SOUNDING REPORT
CATLIN NO.: 220161
CITY, STATE: WILMINGTON, NC
COUNTY: NEW HANOVER
LOGGED BY: S. V. HUDSON
SITE DESCRIPTION: USS BATTLESHIP NORTH CAROLINA - LIVING WITH WATER
GROUND WTR (ft)
BORING NO.: CPT-19
STATION: N/A =AJOFFSET:
N/A
ALIGNMENT: N/A
EST. 0 HR. 3.4
COLLAR ELEV.: 3.5 ft
TOTAL DEPTH: 20.5 ft
NORTHING: 178,541
EASTING: 2,316,689
24 HR. N/A
CPT RIG/MAX. DOWN PRESSURE: CATLIN CPT/DPT-01 / -9 TONS - NON -ANCHORED
CONE TYPE: Type II Piezo. / 60' / 2.33 in'
CONE ID: DPG1563
DRILLER: D.T. CHALMERS
OPERATOR: K. SWAIN
START DATE: 12/29/20
COMP. DATE: 12/29/20
SURF. WATER DEPTH: N/A
FRICTION CONE RESISTANCE
FRICTION
PORE
EQUIVALENT
SOIL BEHAVIOR
L
SUMMARY OF INTERPRETED
ELEV
DEP.
(tsf) (ts,
RATIO (%)
PRESSURE (tsf)
SPT Nwl
TYPE (QT) (1990)
O
SOIL DESCRIPTION
(ft)
(ft)
p 50100150200250300350
0 2 4 6 8
-1 3.
.0 0 7P
4
G
5
0
3.5 LAND SURFACE 0.0
(SC-SM) - VERY STIFF
:...:..... ...
... ' ..:...:...:...........:
;....:
SAND INTERBEDDED
0
•
:...:...:...........:
:.
:.... .....:....
WITH SANDS, GRAVELLY
SAND,OF
5
:....
:
-1.5 5.0
(SM ML) SAND
:...:
:..
....:....:
:.:.:..' �=
-3.3 MIXTURES AND 5'8
MI SILT
-5
10
................
..:............ ...:...:...:...:
:...:....:....:....:
...... ..............
:.......... ...:...
MIXTURES
(SP) - SANDS
6.9 10.4
i
(OH) - CLAYS WITH
....... ........
...:...:...:...:...:...
LAYERS
RS OR ORGANIC
-10
15
:..............
:...:...:...:...:...:...:...:
:....:.... ...:....'
. :....:...: ...:.....
...
%,
SOILS
-15
20
.......:.......
: :
...:...:...:...:...:...:...
%
20.5
Boring Terminated at
Elevation -17.0 ft
PAGE
INTENTIONALLY
BLANK

APPENDIX B
GEOTECHNICAL LABORATORY RESULTS
Battleship NC - Living with Water - Geotech CATLIN Engineers and Scientists
CATLIN Project No. 220161 February 2021

Sheet 1 of 1
Borehole
Depth
Sample
Id.
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size
(mm)
%<#200
Sieve
Class -
fication
Water
Content
N
Organic
Content
N
Other
CPT-05-GEO
4.0
S-05
NP
NP
NP
4.76
4
SIP
CPT-09-GEO
0.0
S-01
NP
NP
NP
9.51
12
SP-SM
CPT-09-GEO
3.0
S-01
NP
NP
NP
9.51
12
SP-SM
CPT-09-GEO
7.0
S-02
9.51
66
28.5
CPT-09-GEO
12.0
S-03
45.5
CPT-09-GEO
16.0
S-04
49.1
CPT-14-GEO
3.0
S-06
NP
NP
NP
9.51
5
SP-SM
CPT-14-GEO
6.0
S-07
73
46
27
4.76
89
MH
CPT-14-GEO
7.0
S-08
NP
NP
NP
4.76
4
SIP
CPT-18-GEO
0.0
S-09
NP
NP
NP
4.76
20
SM
CATLIN
Engineers and Scientists
GEOTECHNICAL
LABORATORY
Wilmington, NC
SUMMARY OF LABORATORY RESULTS
PROJECT NAME: LISS BATTLESHIP NORTH
LIVING WITH WATER
CITY, STATE: WILMINGTON, NC
PREPARED FOR: MOFFAT NICHOL
CAROLINA -
CATLIN NAME: USS BATTLESHIP NORTH CAROLINA- LIVING WITH
WATER
CATLIN NUMBER: 220161

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3/8 3 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
2
60
W
>- 55
m
rY
W
50
z
FL
z 45
W
40
W
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1 /2 40 3 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
2
60
w
>- 55
m
W
w
50
Z
LL
z 45
w
Of
40
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine

U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1 /2 3 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
2
60
w
>- 55
m
W
w
50
Z
LL
z 45
w
Of
40
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3/8 3 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
2
60
w
>- 55
m
W
w
50
Z
LL
z 45
w
40
w
a
35
30
25
20
15
10
5
0—
T....
�TFT
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse fine
coarse medium fine

COMPACTION TEST
(Standard Proctor ASTM D 698, Method B)
Project: Battleship NC Job No.: 220161
Location of Project: Camp Lejeune, NC Sample No.: CBR-01
Boring No.:
Description of Soil: Light brown to light gray poorly Tested By: MDMASON
graded SAND, SP Date of Testing: 1/29/2021
Natural Moisture Content (ASTM D 2216)
Mcws
Mcds
Mc
Mw
Ms
w%
628.04
569.15
237.67
58.89
331.48
17.77
Blows/layer: 56
Mold Dimensions:
Diam.: 6 in
Water Content Determination
No. of Layers: 3 Wt. of Hammer: 5.5 Ibs
Ht. in. Vol. 0.075 ft.'
Sample No.
1
2
3
4
5
6
Can No.
P67
P203
P25
P302
Mcws
299.67
322.70
422.48
287.18
Mcds
294.42
309.68
396.31
273.44
Mw
5.25
13.02
26.17
13.74
Mc
237.20
208.14
234.52
205.21
Ms
57.22
101.54
161.79
68.23
w%
9.18
12.82
16.18
20.14
Density Determination
Ave. w%
9.18
12.82
16.18
20.14
Mms
17.16
17.52
17.845
18.025
Mm
9.18
9.19
9.17
9.18
Ms
7.98
8.33
8.68
8.85
Wet Den.
106.40
1 111.07
1 115.67
1 117.93
Dry Den.
97.46
1 98.44
1 99.56
1 98.17
CATLIN Engineers Scientists
Geotechnical Laboratories

135
130
125
120
110
105
100
95
MOISTURE -DENSITY RELATIONSHIP
ASTM D698 - Standard Proctor - Method C
Project: Battleship NC
Location: Wilmington, NC
Project No : 220161
Sample No.: CBR-01
Description: Lt brown to Lt gray poorly
graded SAND (SP)
Date: 1 /29/2021
Tested By: MDMASON
TEST RESULTS
Maximum Dry Density = 99.6 pcf
Optimum Water Content = 16.2 %
.
100% Saturation Curves
for specific gravity equal to:
2.65
V,
2.70
Water Content, %
CATLIN Engineers Scientists
Geotechnical Laboratories

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-01
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-01
220161 Visual Description i LG poorly graded SANE
CBR-01-02 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold15 Wt. Mold & Wet Soil (Ibs)
9.17 Wt. Wet Soil (Ibs)
0.0749 Sample Volume (ft3)
17.52
18.00
8.35
8.83
0.0749
0.0749
3
15
4.59
Soaked
Wet Density (pcf)
117.8
56
Dry Density (pcf)
P11.5
99.0 98.2
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P58
P203
P5
P5
P28
P13
Wt. Of CWS (gm)
628.04
322.7
453.62
453.62
937.36
1293.94
Wt. Of CDS (gm)
569.15
309.68
429.02
429.02
819.49
1115.87
Wt. Of Can (gm)
237.67
208.14
233.28
233.28
231.23
236.43
MC (%)
17.8
12.8
12.6
12.6
20.0
20.2
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
5
48.5
16.2
0.050
10
97
32.3
0.075
17
164.9
55.0
0.100
23
223.1
74.4
0.125
30
291
97.0
0.150
37
358.9
119.6
0.175
42
407.4
135.8
0.200
48
465.6
155.2
0.250
58
562.6
187.5
0.300
69
669.3
223.1
0.350
77
746.9
249.0
0.400
83
805.1
268.4
0.450
87
843.9
281.3
0.500
92
892.4
297.5
0.600
99
960.3
320.1
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.215
0
96
0.215
0.00
Final Swell
CBR Results
@ 0.1"
7.4
@ 0.2"
10.3
CATLIN Engineers and Scientists
Geotechnical Laboratory

350
300
250
Q.
200
(A
w
41
-------------------
.2
...
...........
150
W
100
Load -Penetration Curve
1
50
CBR at 0.1-in Penetration
1
CBR at 0.2-in Penetration
Corrected 0.1-in CBR Value
Corrected 0.2-in CBR Value
0
0.00 0.10
0.20
0.30
0.40 0.50 0.60
Penetration
(in)
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name:
Battleship NC
CATLIN
Laboratory
Project Location:
Wilmington, Nc
I
Engineers and Scientists Wilmington,
Prepared For:
Moffit Nichol
Project Number:
220161 Date: 1/29/2021
Sample Number/Depth: CBR-01 / 0'-4'
CBR VALUES
-Sample Point ID:
CBR-01-02
CBR (0.1"):
7.4%
1 CBR (0.2"): 10.3%
IDescription:
LB to LG poorly graded SAND (SP)
Corr. CBR (0.1"):
9.2%
1 Corr. CBR (0.2"): 11.2%
CATLIN Engineers and Scientists
Geotechnical Laboratory

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-01
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-01
220161 Visual Description i LG poorly graded SANE
CBR-01-02 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold15 Wt. Mold & Wet Soil (Ibs)
9.17 Wt. Wet Soil (Ibs)
0.0749 Sample Volume (ft3)
17.52
18.00
8.35
8.83
0.0749
0.0749
3
15
4.59
Soaked
Wet Density (pcf)
117.8
56
Dry Density (pcf)
P11.5
99.0 98.2
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P58
P203
P5
P5
P28
P13
Wt. Of CWS (gm)
628.04
322.7
453.62
453.62
937.36
1293.94
Wt. Of CDS (gm)
569.15
309.68
429.02
429.02
819.49
1115.87
Wt. Of Can (gm)
237.67
208.14
233.28
233.28
231.23
236.43
MC (%)
17.8
12.8
12.6
12.6
20.0
20.2
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
5
48.5
16.2
0.050
10
97
32.3
0.075
17
164.9
55.0
0.100
23
223.1
74.4
0.125
30
291
97.0
0.150
37
358.9
119.6
0.175
42
407.4
135.8
0.200
48
465.6
155.2
0.250
58
562.6
187.5
0.300
69
669.3
223.1
0.350
77
746.9
249.0
0.400
83
805.1
268.4
0.450
87
843.9
281.3
0.500
92
892.4
297.5
0.600
99
960.3
320.1
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.215
0
96
0.215
0.00
Final Swell
CBR Results
@ 0.1"
7.4
@ 0.2"
10.3
CATLIN Engineers and Scientists
Geotechnical Laboratory

350
300
250
Q.
200
(A
w
41
-------------------
.2
...
...........
150
W
100
Load -Penetration Curve
1
50
CBR at 0.1-in Penetration
1
CBR at 0.2-in Penetration
Corrected 0.1-in CBR Value
Corrected 0.2-in CBR Value
0
0.00 0.10
0.20
0.30
0.40 0.50 0.60
Penetration
(in)
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name:
Battleship NC
CATLIN
Laboratory
Project Location:
Wilmington, Nc
I
Engineers and Scientists Wilmington,
Prepared For:
Moffit Nichol
Project Number:
220161 Date: 1/29/2021
Sample Number/Depth: CBR-01 / 0'-4'
CBR VALUES
-Sample Point ID:
CBR-01-02
CBR (0.1"):
7.4%
1 CBR (0.2"): 10.3%
IDescription:
LB to LG poorly graded SAND (SP)
Corr. CBR (0.1"):
9.2%
1 Corr. CBR (0.2"): 11.2%
CATLIN Engineers and Scientists
Geotechnical Laboratory

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-01
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-01
220161 Visual Description i LG poorly graded SANE
CBR-01-03 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold16 Wt. Mold & Wet Soil (Ibs)
9.18 Wt. Wet Soil (Ibs)
0.075 Sample Volume (ft3)
17.85
18.06
8.665
8.88
0.075
0.075
Soaked
Wet Density (pcf)
115.5
118.4
56
Dry Density (pcf)
99.5 99.1
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P58
P25
P69
P69
P37
P209
Wt. Of CWS (gm)
628.04
422.48
617.02
617.02
863.24
1208.03
Wt. Of CDS (gm)
569.15
396.31
564.55
564.55
761.18
1044.83
Wt. Of Can (gm)
237.67
234.52
237.76
237.76
237.04
206.47
MC N
17.8
16.2
16.1
16.1
19.5
19.5
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
6
58.2
19.4
0.050
15
145.5
48.5
0.075
24
232.8
77.6
0.100
32
310.4
103.5
0.125
40
388
129.3
0.150
48
465.6
155.2
0.175
55
533.5
177.8
0.200
64
620.8
206.9
0.250
80
776
258.7
0.300
90
873
291.0
0.350
100
970
323.3
0.400
111
1076.7
358.9
0.450
117
1134.9
378.3
0.500
120
1164
388.0
0.600
128
1241.6
413.9
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.394
0
96
0.391
-0.07
Final Swell
CBR Results
@ 0.1"
10.3
@ 0.2"
13.8
CATLIN Engineers and Scientists
Geotechnical Laboratory

450
400
350
300
Q.
H
250
41
c
O
200
ar
c
a�
a
150
100
Load -Penetration Curve
CBR at 0.1-in Penetration
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name: Battleship NC
Laboratory Project Location: Wilmington, Nc ATLINPrepared For: Moffit Nichol
Engineers and Scientists Wilmington, NC Project Number: 220161 Date: 1/29/2021
Sample Number/Depth: CBR-01 / 0'-4' CBR VALUES
Sample Point ID: CBR-01-03 CBR (0.1"): 10.3% CBR (0.2"): 13.8%
Description: LB to LG poorly graded SAND (SP) Corr. CBR (0.1"): 11.9% Corr. CBR (0.2"): 14.8%
CATL/N Engineers and Scientists
Geotechnical Laboratory
CATL/N Engineers and Scientists
Geotechnical Laboratory

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-01
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-01
220161 Visual Description i LG poorly graded SANE
CBR-01-04 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold10 Wt. Mold & Wet Soil (Ibs)
9.19 Wt. Wet Soil (Ibs)
0.075 Sample Volume (ft3)
18.03
18.12
8.835
8.93
0.075
0.075
Soaked
Wet Density (pcf)
117.8
119.0
56
Dry Density (pcf)
100.3 100.5
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P58
P302
T5
T5
P214
P501
Wt. Of CWS (gm)
628.04
287.18
833.64
833.64
1109.86
1125.88
Wt. Of CDS (gm)
569.15
273.44
740.79
740.79
969.68
981.81
Wt. Of Can (gm)
237.67
205.21
207.03
207.03
205.74
232.71
MC N
17.8
20.1
17.4
17.4
18.3
19.2
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
4
38.8
12.9
0.050
7
67.9
22.6
0.075
12
116.4
38.8
0.100
18
174.6
58.2
0.125
24
232.8
77.6
0.150
30
291
97.0
0.175
36
349.2
116.4
0.200
43
417.1
139.0
0.250
55
533.5
177.8
0.300
68
659.6
219.9
0.350
80
776
258.7
0.400
92
892.4
297.5
0.450
103
999.1
333.0
0.500
113
1096.1
365.4
0.600
128
1241.6
413.9
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.521
0
96
0.520
-0.02
Final Swell
CBR Results
@ 0.1"
5.8
@ 0.2"
9.3
CATLIN Engineers and Scientists
Geotechnical Laboratory

450
400
350
300
Q.
250
41
O
M
200
4"
ar
150
.....
.....
100
--4-- Load -Penetration Curve
CBR at 0.1-in Penetration
50
CBR at 0.2-in Penetration
Corrected 0.1-in CBR Value
Corrected 0.2-in CBR Value
0
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Penetration (in)
CATLIN Engineers and Scientists
Geotechnical Laboratory
PENETRATION STRESS vs. PENETRATION
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name:
Battleship NC
C ATLIN
Laboratory
Project Location:
Wilmington, Nc
Engineers and Scientists Wilmington, NC
Prepared For:
Moffit Nichol
Project Number:
220161 Date: 1/29/2021
Sample Number/Depth: CBR-01 / 0'-4'
CBR VALUES
Sample Point ID:
CBR-01-04
CBR (0.1"):
I
5.8%
1 CBR (0.2"): 9.3%
Description:
LB to LG poorly graded SAND (SP)
Corr. CBR (0.1"):
7.8%
1 Corr. CBR (0.2"): 10.6%

COMPACTION TEST
(Standard Proctor ASTM D 698, Method B)
Project: Battleship NC Job No.: 220161
Location of Project: Camp Lejeune, NC Sample No.: CBR-02
Boring No.:
Description of Soil: Dark gray to brown Clayey Tested By: ODAYNES
SAND, SC Date of Testing: 1/29/2021
Natural Moisture Content (ASTM D 2216)
Mcws
Mcds
Mc
Mw
Ms
w%
589.08
539.30
208.47
49.78
330.83
15.05
Blows/layer: 56
Mold Dimensions:
Diam.: 6 in
Water Content Determination
No. of Layers: 3 Wt. of Hammer: 5.5 Ibs
Ht. in. Vol. 0.075 ft.'
Sample No.
1
2
3
4
5
6
Can No.
P58
P315
P319
P24
Mcws
521.07
455.29
483.19
450.81
Mcds
500.70
433.50
453.37
423.04
Mw
20.37
21.79
29.82
27.77
Mc
237.65
205.75
206.27
232.73
Ms
263.05
227.75
247.10
190.31
w%
7.74
9.57
12.07
14.59
Density Determination
Ave. w%
7.74
9.57
12.07
14.59
Mms
18.33
18.76
18.950
18.725
Mm
9.19
9.19
9.17
9.18
Ms
9.14
9.57
9.78
9.55
Wet Den.
121.87
1 127.53
1 130.40
1 127.27
Dry Den.
113.11
1 116.40
1 116.36
1 111.06
CATLIN Engineers Scientists
Geotechnical Laboratories

MOISTURE -DENSITY RELATIONSHIP
ASTM D698 - Standard Proctor - Method C
Project: Battleship NC
Location: Wilmington, NC
135 Project No.: 220161
Sample No.: CBR-02
Description: Lt brown to Lt gray poorly
130 graded SAND (SP)
Date: 1 /29/2021
Tested By: ODAYNES
TEST RESULTS
120
U
CL
1
1
A V
100% Saturation Curves
for specific gravity equal to:
2.65
115
2.70
01
110
105
100
Water Content, %
CATLIN Engineers Scientists
Geotechnical Laboratories

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-02
Battleship NC Depth (ft) 0'-4'
Wilmington, NC Sample No. CBR-02
220161 Visual Description to Brown Clayey SAND
CBR-02-01 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Molds Wt. Mold & Wet Soil (Ibs)
9.19 Wt. Wet Soil (Ibs)
0.075 Sample Volume (ft3)
18.33
18.81
9.14
9.62
0.075
0.075
3
15
4.59
Soaked
Wet Density (pcf)
121.9 128.2
56
Dry Density (pcf)
113.1 112.7
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P400
P58
P17
P17
P311
P501
Wt. Of CWS (gm)
589.08
521.07
531.59
531.59
1003.28
1258.45
Wt. Of CDS (gm)
539.3
500.7
510.14
510.14
907.26
1134.63
Wt. Of Can (gm)
208.47
237.65
233.66
233.66
208.24
232.2
MC (%)
15.0
7.7
7.8
7.8
13.7
13.7
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
6
58.2
19.4
0.050
12
116.4
38.8
0.075
17
164.9
55.0
0.100
21
203.7
67.9
0.125
26
252.2
84.1
0.150
31
300.7
100.2
0.175
35
339.5
113.2
0.200
39
378.3
126.1
0.250
47
455.9
152.0
0.300
55
533.5
177.8
0.350
62
601.4
200.5
0.400
68
659.6
219.9
0.450
74
717.8
239.3
0.500
81
785.7
261.9
0.600
91
882.7
294.2
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.628
0
0.068
96
0.632
0.09
Final Swell
CBR Results
@ 0.1"
6.8
@ 0.2"
8.4
CATLIN Engineers and Scientists
Geotechnical Laboratory

350
300
250
Q.
200
AOOO/
e0000x
(A
(A
41
0
co
150 -
W
100 -
Load -Penetration Curve
50
CBR at 0.1-in Penetration
CBR at 0.2-in Penetration
Corrected 0.1-in CBR Value
Corrected 0.2-in CBR Value
0
0.00
0.10
0.20 0.30
0.40 0.50 0.60
Penetration
(in)
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name:
Battleship NC
C AT
L I
Laboratory
N
Project Location:
Wilmington, NC
I
Engineers and Scientists Wilmington,
Prepared For:
Moffit Nichol
Project Number:
220161 Date: 1/29/2021
Sample Number/Depth: CBR-02 / 0'-4'
CBR VALUES
,Sample Point ID:
CBR-02-01
CBR (0.1"):
6.8%
1 CBR (0.2"): 8.4%
IDescription:
DG to Brown Clayey SAND (SC)
Corr. CBR (0.1"):
7.8%
1 Corr. CBR (0.2"): 8.9%
CATLIN Engineers and Scientists
Geotechnical Laboratory

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-02
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-02
220161 Visual Description to Brown Clayey SAND
CBR-02-02 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold6 Wt. Mold & Wet Soil (Ibs)
9.19 Wt. Wet Soil (Ibs)
0.0749 Sample Volume (ft3)
18.76
18.96
9.565
9.77
0.0749
0.0749
3
15
4.59
Soaked
Wet Density (pcf)
127.7 130.4
56
Dry Density (pcf)
116.5 115.8
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P400
P315
P22
P22
P19
P202
Wt. Of CWS (gm)
589.08
455.29
451.47
451.47
1006.1
1335.43
Wt. Of CDS (gm)
539.3
433.5
432.4
432.4
919.38
1211.62
Wt. Of Can (gm)
208.47
205.75
234.7
234.7
234
207.48
MCN
15.0
9.6
9.6
9.6
12.7
12.3
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
6
58.2
19.4
0.050
15
145.5
48.5
0.075
24
232.8
77.6
0.100
34
329.8
109.9
0.125
42
407.4
135.8
0.150
52
504.4
168.1
0.175
60
582
194.0
0.200
70
679
226.3
0.250
87
843.9
281.3
0.300
104
1008.8
336.3
0.350
119
1154.3
384.8
0.400
133
1290.1
430.0
0.450
145
1406.5
468.8
0.500
152
1474.4
491.5
0.600
163
1581.1
527.0
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.554
0
0.110
96
0.550
-0.09
Final Swell
CBR Results
@ 0.1"
11.0
@ 0.2"
15.1
CATLIN Engineers and Scientists
Geotechnical Laboratory

600
500
400
•N
Q.
N
(Aa)
L
41
300
c
co
L
a
200
—
'
Load -Penetration Curve
100
_
CBR at 0.1-in Penetration
- - CBR at 0.2-in Penetration
---- Corrected 0.1-in CBR Value
•--- Corrected 0.2-in CBR Value
0
0.00
0.10
0.20
0.30
0.40 0.50 0.60
Penetration
(in)
PENETRATION STRESS vs. PENETRATION
Geotechnical
Project Name:
Battleship NC
C AT
L I
NProject
Laboratory
Location:
Wilmington, Nc
Engineers and Scientists Wilmington, NC
Prepared For:
Moffit Nichol
Project Number:
220161 Date: 1/29/2021
Sample Number/Depth: CBR-02 / 0'-4'
CBR VALUES
Sample Point ID:
CBR-02-02
CBR (0.1"):
11.0%
1 CBR (0.2"): 15.1%
Description:
DG to Brown Clayey SAND (SC)
Corr. CBR (0.1"):
12.5%
1 Corr. CBR (0.2"): 16.2%
CATLIN Engineers and Scientists
Geotechnical Laboratory

Client
Project Name
Project Location
Project Number
POINT ID
Test Type
Molding Method
Mold ID
Wt. Of Mold (Ibs)
Mold Volume (ft)
Piston Area (in2)
Surcharge (Ibs)
Sample Height (in)
Sample Conditions
Blows per Layer
Water
Contents
ASTM D 1883
CBR TEST
Moffit Nichol Boring No. CBR-02
Battleship NC Depth (ft) 0'-4'
Wilmington, Nc Sample No. CBR-02
220161 Visual Description to Brown Clayey SAND
CBR-02-03 Date 1/29/2021
Stnd Before After
C Density Measurement Soaking Soaking
CBR-Mold9 Wt. Mold & Wet Soil (Ibs)
9.17 Wt. Wet Soil (Ibs)
0.0749 Sample Volume (ft3)
18.95
19.01
9.78
9.84
0.0749
0.0749
3
15
4.59
Soaked
Wet Density (pcf)
130.6 131.4
56
Dry Density (pcf)
116.9 116.7
As
Beginning After Before
After Top 1"
Rec'd
Compaction Compaction Soaking
Soaking After Soak
Can No.
P400
P319
P26
P26
P34
P215
Wt. Of CWS (gm)
589.08
483.19
444.1
444.1
1206.18
1193.9
Wt. Of CDS (gm)
539.3
453.37
422.17
422.17
1097.62
1083.1
Wt. Of Can (gm)
208.47
206.27
234.82
234.82
236.47
208.1
MC N
15.0
12.1
11.7
11.7
12.6
12.7
Piston
Dial
Load
Penetration
Diplacement (in.)
Reading
(Ibs)
Stress (psi)
0.000
1
9.7
3.2
0.025
3
29.1
9.7
0.050
6
58.2
19.4
0.075
10
97
32.3
0.100
15
145.5
48.5
0.125
20
194
64.7
0.150
26
252.2
84.1
0.175
31
300.7
100.2
0.200
37
358.9
119.6
0.250
49
475.3
158.4
0.300
62
601.4
200.5
0.350
74
717.8
239.3
0.400
85
824.5
274.8
0.450
97
940.9
313.6
0.500
110
1067
355.7
0.600
136
1319.2
439.7
Swell
Measurement
Elapsed
Dial
Percent
Time
Gauge
Swell
(hrs)
(Div)
N
0
0.483
0
0.049
96
0.478
-0.11
Final Swell
CBR Results
@ 0.1"
4.9
@ 0.2"
8.0
CATLIN Engineers and Scientists
Geotechnical Laboratory

500
450
400
350
300
Q.
N
N
L
41
N
250
r
0
M
i
GJ
C
200
a
150
100
Load -Penetration Curve
CBR at 0.1-in Penetration
PENETRATION STRESS vs. PENETRATION
'00-=n=
Geotechnical
Project Name: Battleship NC
TLIN
Laboratory Project Location: Wilmington, Nc
Prepared For: Moffit Nichol
Engineers and Scientists Wilmington, NC Project Number: 220161 Date: 1/29/2021
Sample Number/Depth: CBR-02 / 0'-4' CBR VALUES
Sample Point ID: CBR-02-03 CBR (0.1"): 4.9% CBR (0.2"): 8.0%
Description: DG to Brown Clayey SAND (SC) Corr. CBR (0.1"): 6.9% Corr. CBR (0.2"): 9.5%
CATL/N Engineers and Scientists
Geotechnical Laboratory
CATL/N Engineers and Scientists
Geotechnical Laboratory