2024.03.12_Liner System Basis of Design_with CoverLetter (2)

PIEDMONT Piedmont Lithium Inc.
LITHIUM 42 E Catawba St.
Belmont, NC 28012
March 12, 2024
Mr. Adam Parr, PE
NC Department of Environmental Quality
Division of Energy, Mineral, and Land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
Subject: Piedmont Lithium Carolinas, Inc.
Carolina Lithium Project
Waste Rock Pile Liner System Basis of Design — Update
Dear Mr. Parr:
Piedmont Lithium Carolinas, Inc. (PLCI) has been diligently working on the fourth
Additional Information request (ADI#4) that we received on February 9, 2024. In working
through ADI#4 responses, it came to our attention that "Section 4 Other Considerations"
in the Waste Rock Monitoring and Treatment Plan (Appendix C to the Waste Rock Pile
Liner System Basis of Design) needed revisions in the discussion related to radiological
elements, specifically:
• Corrected units (mg/L to fag/L) for uranium and thorium results;
• Revised language to clarify uranium concentrations in leachability tests
(humidity cells, TCLP, and LEAF); and,
• Revised language to clarify thorium concentrations in leachability tests
(TCLP and humidity cells).
This is to provide an updated version of the Waste Rock Pile Liner System Basis of Design
to include these revisions to the Waste Rock Monitoring and Treatment Plan attached
therein. No other revisions were made to the Waste Rock Pile Liner System Basis of
Design.
Should you have any questions or require additional information following your review of
the enclosed materials, please contact me, Monique Parker, at (704) 813-2301 or
mparker(a)piedmontlithium.com.
Yours truly,
J. Monique Parker, CSP
Senior Vice President - Safety, Environment & Health
Piedmont Lithium Carolinas, Inc.

PIEDtAONT
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Piedmont Lithium Carolinas, Inc. I Carolina Lithium
Table of Contents
Table of Contents
1 Introduction......................................................................................................................... 1
1.1 Background.................................................................................................................. 1
1.2 Waste Rock Pile Liner System..................................................................................... 2
1.3 Sediment Basin Liner System ...................................................................................... 3
1.4 Perimeter Ditch Liner System ...................................................................................... 4
1.5 Monitoring and Treatment Plan.................................................................................... 5
2 Design Evaluation............................................................................................................... 5
2.1 HELP Model Evaluation for the Waste Rock Pile Liner ................................................ 5
2.1.1 HELP Model Assumptions .................................................................................... 6
2.1.2 HELP Model Results............................................................................................. 7
2.1.3 HELP Model Conclusion ....................................................................................... 7
2.2 The Darcy Law Equivalency Evaluation for the Sediment Basin Liner.......................... 7
2.3 Geotechnical Investigation........................................................................................... 8
2.3.1 Groundwater Separation....................................................................................... 8
2.3.2 Existing Soils ........................................................................................................ 8
3 Maintenance....................................................................................................................... 9
4 Conclusion.......................................................................................................................... 9
Figures and Tables
Figure 1. Waste rock pile liner system detail. ............................................................................. 3
Figure 2. Sediment basin (SB1-SB10) liner system detail. ......................................................... 4
Figure 3. Perimeter ditch liner system detail............................................................................... 5
Table1. HELP model results...................................................................................................... 7
Table 2. Typical permeabilities of various USCS soils................................................................ 9
Appendices
Appendix A— Geotechnical Engineering Report
Appendix B — Details on Waste Rock Pile Construction and Sequencing
Appendix C —Waste Rock Pile Monitoring and Treatment Plan
Appendix D — Sediment Basin GCL Equivalency
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Introduction
1 Introduction
1 .1 Background
The North Carolina Department of Environmental Quality (NCDEQ) — Division of Energy,
Mineral, and Land Resources (DEMLR) issued an Additional Information Request # 3 (ADI #3)
on May 30, 2023, which stated the requirement of an engineered liner to be placed under the
waste rock pile. The requirement was recommended by the Division of Water Resources and
the Division of Waste Management concurred that an engineered liner would increase
protection of water quality. Therefore, for long-term protection of the environment, the following
encompasses Piedmont Lithium Carolinas, Inc.'s (PLCI's) basis of design for an engineered
composite liner system (or "liner system"), including a monitoring and treatment plan, for the
waste rock pile and 10 associated sediment basins (SB1-SB10). The separately attached Liner
System Basis of Design Sequencing Drawings (referred to as "Liner Sheets") include Liner
Sheets OOC-01, OOC- 02, Liner Sheets CS-1 to CS-5, and Liner Sheets 02CO-G005 to
02CO-D005).
The waste rock pile area encompasses approximately 120-acres. The preparation and
construction of the engineered composite liner system beneath the waste rock pile is estimated
to take 12 months. The subsequent construction of the waste rock pile is expected to take
approximately 22 months over two major phases, during which it will be reclaimed and
vegetated. The 10 sediment basins (SB1-SB10) surrounding the waste rock pile will be
constructed to receive stormwater runoff prior to waste rock pile construction. During waste rock
pile construction, the 10 sediment basins (SB1-SB10) will receive both stormwater runoff and
contact water runoff. There are seven groundwater monitoring well locations around the waste
rock pile to monitor the quality of groundwater.
Once the waste rock pile liner system is in place, waste rock from mine pit excavation will be
crushed and transported via a conveyor system to the waste rock pile area. Concentrator Plant
tailings will be intermingled with the waste rock (mixed at transfer points on the conveyor belt)
and transported via the same conveyor system to the waste rock pile. Material contained in the
waste rock pile will consist predominantly of coarse waste rock produced from the mine site,
with a small portion of the material consisting of fine waste rock tailings generated from the
concentrator plant. The coarse waste rock, which is approximately 93-95% of the material to be
placed in the above ground pile, is crushed through a primary jaw crusher to minus 14-inch size.
The finer material, the concentrator plant tailings (minus 1 mm material), makes up the
remaining approximately 5-7% of material to be placed in the pile.
Progressive reclamation of the waste rock pile will occur throughout the waste rock pile
construction process. As each 20-foot lift elevation interval is completed, the outer slopes of the
waste rock pile will be capped with a soil layer and vegetated, further reducing the amount of
water available to percolate through the engineered composite liner system during the
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Introduction
construction of the waste rock pile. Upon completion of the final waste rock pile lift, the top and
outer slopes of the lift will be capped with soil and vegetated.
A geotechnical study (Appendix A) was conducted within the mine permit boundary to include
17 borings in the waste rock pile footprint. The report discusses many parameters pertinent to
the development of the liner system including extensive geotechnical testing of on-site soils for
parameters such as soil classification and strength, as well as the depth to groundwater at the
waste rock pile area.
1 .2 Waste Rock Pile Liner System
An engineered composite liner system will be constructed as the hydrologic barrier against
infiltration into the ground surface beneath the waste rock pile. The engineered composite liner
is a system that consists of four layers, that when compiled together make up the complete liner
system (Figure 1). These layers consist of, from the top down:
• A two-foot-thick protective overburden layer — Overburden material sourced onsite that
will be placed to protect the liner integrity from environmental condition impacts and act
as a buffer from waste rock placement operations. The protective layer has the same
estimated hydraulic conductivity of 1 x 10-4 (1 E-4) centimeter/second (cm/s) as the waste
rock material. If suitable onsite material is not available, offsite sources would be utilized,
and be required to meet the permitted hydraulic conductivity of 1 E-4 cm/s.
• A 0.08-inch-thick 80-mil high density polyethylene (HDPE) geomembrane liner layer— A
manufactured plastic liner or"sheet." The HDPE layer has a hydraulic conductivity of 2E-
13 cm/s.
• A 0.25-inch-thick geosynthetic clay liner (GCL) layer — A manufactured hydraulic barrier
consisting of a layer of clay/bentonite sandwiched between geotextile material. The GCL
layer has a hydraulic conductivity of 1.1 E-9 cm/s.
• A 6-inch-thick foundation soils layer— Soils within the footprint of the waste rock pile to a
depth of 6 inches will be conditioned and compacted to provide suitable foundation for
the GCL. This layer will protect the liner system integrity from environmental condition
impacts in the subsurface. Based on the geotechnical evaluation of existing soils within
the waste rock area footprint, a hydraulic conductivity of 3.60E-6 cm/s was modeled (see
Section 2.1.1). If unsuitable existing soils are encountered, suitability will be achieved by
soil removal and replacement or in-place amendment.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Introduction
CDC
WASTE ROCK PILE Qr S
PROTECTIVEOVERBURDEN LAYER
HOPE GEOMEMBRAFJE
GEOSYNTHE-FIC CLAY LINER{GCL)
FOU MDA7 ION SO ILS LAYER
EXISTING GROUNDf`ff`ff`ff /1�ff�ff`fffl,�ffNV\`f/\
Figure 1.Waste rock pile liner system detail.
The construction of the engineered composite liner system beneath the waste rock pile is
expected to take approximately 12 months prior to the placement of Phase 1 waste rock
(Appendix B).The process for liner system construction will be conducted in each drainage
area (Liner Sheet SL-1) following a stepwise sequence as follows: clear and grub; proof roll the
subgrade; condition and compact the foundation soils layer; install the GCL; place and weld the
geomembrane; and place, condition and compact the two-foot-thick protective overburden layer.
The GCL and 80-mil HDPE geomembrane and will be installed and protected according to
manufacturer recommendations. Anticipated installation sequencing is included in Appendix B.
Near the end of Phase 1 waste rock placement, Phase 2' will commence following a stepwise
sequence as follows: clear and grub; structural fill placement to provide a groundwater buffer;
proof roll the subgrade; condition and compact the foundation soils layer; install the GCL; place
and weld the geomembrane; and place, condition and compact the two-foot-thick protective
overburden layer. Once the Phase 2 liner is in place, the Phase 2 waste rock can be placed. In
total, the engineered composite liner installation and the Phase 1 and Phase 2 waste rock
placement will take approximately 34 months (Appendix B).
1 .3 Sediment Basin Liner System
The waste rock pile has 10 sediment basins (SB1-SB10) around the perimeter that are
designed to collect and manage the runoff from a 25-year, 24-hour storm event. These basins
will act as the collection point for the erosion and sedimentation control runoff as well as the
collection points for contact water from the waste rock pile. If necessary, contact water
treatment will also occur in these basins.
PLCI will install a similar engineered composite liner system for the 10 waste rock pile sediment
basins to enhance protection of the environment in areas where there will be hydraulic head
build up and potential contact water treatment. The proposed liner system in the basins will
consist of the following layers from top to bottom (Figure 2):
• A 0.08-inch-thick 80-mil HDPE geomembrane layer with a hydraulic conductivity of 2E-
13 cm/s
In advance of Phase 2 construction activities(structural fill, liner system,waste rock placement),a modification to the existing
Clean Water Action Section 404/401 Individual Permit will be required for the stream impact.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Introduction
• A 0.25-inch-thick GCL layer with a hydraulic conductivity of 1.1 E-9 cm/s.
• A 6-inch-thick foundation soils layer— Soils within the footprint of the sediment basin to a
depth of 6 inches will be conditioned and compacted to provide suitable foundation for
the GCL. This layer will protect the liner system integrity from environmental condition
impacts in the subsurface. If unsuitable existing soils are encountered, suitability will be
achieved by soil removal and replacement or in-place amendment.
SEDIMENT BASIN
HOPE GEOMEMBRANE
GEOSYNTHETIC CLAY LINER(GCL)
FOUNDATION SOILS LAYER /'M'
EXISTING GROUND
\\%
Figure 2.Sediment basin (SB1-SB10) liner system detail.
1 .4 Perimeter Ditch Liner System
The stormwater runoff and contact water runoff from the waste rock pile will be either be directly
conveyed to the sediment basins via culverts or via a perimeter ditch and slope drain system.
Therefore, the perimeter ditch will also have a similar liner system connected to the waste rock
pile liner system as the hydrologic barrier against infiltration into the ground surface.
The proposed liner system in the perimeter ditch will consist of the following layers from top to
bottom (Figure 3):
• A rip rap layer of Class B stone.
• A 0.08-inch-thick 80-mil HDPE geomembrane layer with a hydraulic conductivity of 2E-
13 cm/s
• A 0.25-inch-thick GCL layer with a hydraulic conductivity of 1.1 E-9 cm/s.
• A 6-inch-thick foundation soils layer— Soils within the footprint of the sediment basin to a
depth of 6 inches will be conditioned and compacted to provide suitable foundation for
the GCL. This layer will protect the liner system integrity from environmental condition
impacts in the subsurface. If unsuitable existing soils are encountered, suitability will be
achieved by soil removal and replacement or in-place amendment.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Design Evaluation
RIP RAP LAYER
HDPE GEOMEMBRANE
GEOSYNTHETIC CLAY LINER(GCL)
FOUNDATION SOILS LAYER
EXISTING GROUND
Figure 3. Perimeter ditch liner system detail.
1 .5 Monitoring and Treatment Plan
To complement the requirement for a liner under the waste rock pile, a Waste Rock Pile
Monitoring and Treatment Plan has been developed (Appendix C). The parameters selected
for surface water and groundwater routine monitoring are based on those commonly required in
mining applications, parameters listed in the NCG02 General Permit for Lithium Ore Mining, and
the results of the LEAF and humidity cell test work report. The NCG02 General Permit for
Lithium Ore Mining is referenced herein as guidance but does not provide coverage for this
operation. The 10 sediment basin outfalls around the waste rock pile are subject to Individual
National Pollutant Discharge Elimination System (NPDES) permitting which will ultimately
determine the minimum water quality monitoring requirements for the basins around the waste
rock pile.
2 Design Evaluation
2.1 HELP Model Evaluation for the Waste Rock Pile Liner
The engineered composite liner design was evaluated using the Hydrologic Evaluation of
Landfill Performance (HELP) software distributed by the United States Environmental Protection
Agency (USEPA) to model water migration through the waste rock pile and engineered
composite liner system to assess the effectiveness of the liner system.
HDR utilized the HELP v4.0 spreadsheet analysis to model the effectiveness of the proposed
engineered composite liner system.
The HELP model functions by using weather data (precipitation, solar radiation, wind,
evapotranspiration, etc.) for an area and a layer building function to model how water moves
through the waste rock pile. The user inputs the liner design data in the Soil & Design portion of
the application, and the application applies the weather data to determine how much rain falls,
how much evaporates, how much is absorbed by plants and soil, how much is collected by
lateral drainage layers and eventually, how much of the water builds up and percolates through
the liner barrier system.
2 Leaching Environmental Assessment Framework(LEAF)and Accelerated Weathering of Solid Materials Using a Modified
Humidity Cell(ASTM D 5744-96)Collaboration Technical Summary(dated April 2023); prepared by Marshall Miller&Associates
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Design Evaluation
HELP analysis was conducted on the engineered composite liner configuration, utilizing from
top to bottom, 150 feet of waste rock (average thickness), two feet of protective overburden, an
80-mil HDPE geomembrane, a 0.25-inch-thick GCL, and six inches of foundation soils.
The Average Annual Totals Summary from the model's output was used to evaluate the
engineered composite liner configuration to determine how much of the design precipitation
would percolate through the bottommost liner layer (foundation soils) in an average year across
25 years of weather data. The results of the model output are presented below.
2.1.1 HELP Model Assumptions
The model was established on a per acre basis to reflect the entire waste rock pile cross-
section.
For the purposes of analysis, several assumptions were made as follows:
2.1.1.1 Stormwater
• This scenario assumes a conservative zero runoff of rainfall in the modeled area and no
internal piping in the waste rock pile for drainage breaks.
• Weather data was selected for Gaston County.
• The model was run for 25-years to be consistent with the stormwater design period for
erosion and sedimentation control permitting, however the waste rock pile is anticipated
to reach capacity in only 22 months, during which progressive reclamation occurs at the
completion of each 20-foot lift elevation interval.
2.1.1.2 Material Lavers
• The topmost layer of the waste rock pile area was assumed to be waste rock with an
average thickness of 150 feet across the 120-acre footprint, and a hydraulic conductivity
of 1 E-4 cm/s.
• The protective overburden layer was modeled as two-feet-thick, with a hydraulic
conductivity of 1 E-4 cm/s for the native, on-site overburden material anticipated to be
used for protective cover. In addition, a flow path length of 1,000 feet was selected for
this layer as it will function as a horizontal percolation layer. One thousand feet is
roughly the longest distance infiltrated liquid will have to travel before reaching the edge
of the waste rock pile.
• The 80-mil geomembrane liner was modeled as 0.08 inches thick with a hydraulic
conductivity of 2E-13 cm/s, which is a typical value for 80-mil HDPE geomembranes
based on manufacturer's specifications.
• The GCL was modeled as 0.25 inches thick with a hydraulic conductivity of 1.1 E-9 cm/s
based on manufacturer's specifications.
• The underlying foundation soils layer was modeled as a clay loam consistent with the
native soils in the waste rock pile area with a hydraulic conductivity of 3.60E-6 cm/s.
• For each layer, a material texture was chosen from the choices within the program that
would best represent the hydraulic conductivity of the selected liner.
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Design Evaluation
• The layers of the liner system are constructed on top of the existing ground surface and
will maintain the average natural grade of 6.5% slope.
2.1.2 HELP Model Results
The results characterize the performance of the engineered composite liner system as
protective of the environment by preventing 99.96% of the average annual rainfall from
percolating through the engineered composite liner system (Table 1). The 0.04% that
percolates through engineered composite liner system equates to 0.016 inches of water
annually.
Table 1. HELP model results.
Avg. Annual Percolation Percentage of Avg.
Liner Configuration Through BottommostAnnual Rainfall
Foundation Soils Layer
Percolating (/o)
(inches)
Engineered Composite 0.016 0.04
Liner System
It should be noted that the model was run for a 25-year period to coincide with the stormwater
and erosion control design period and zero runoff is assumed (e.g., the model assumes the
design storm event completely infiltrates through the waste rock pile). However, at the
completion of each 20-foot lift elevation interval, the outer slopes of the waste rock pile will be
capped with a soil layer and vegetated, further reducing the amount of water available to
percolate through the engineered composite liner system during the construction of the waste
rock pile. Thus, progressive reclamation occurs as the pile is constructed which is anticipated to
be completed within 22 months after the liner system is installed. The progressive reclamation is
a proactive method which further enhances the protection of the environment.
The percolation quantity into groundwater is significantly limited by the function of the
engineered composite liner system and its placement on top of the existing ground surface and
on top of the structural fill in Phase 2. This is due to the two-foot-thick protective overburden
layer, the low hydraulic conductivities of the geomembrane and GCL, and the groundwater
separation.
2.1.3 HELP Model Conclusion
The modeled performance of the engineered composite liner system is environmentally
protective of the groundwater, considering the very short life of exposed material in the waste
rock pile area (21 months), and the limited volume of water percolating through the liner system,
which was modeled at an average of 0.016 inches per year.
2.2 The Darcy Law Equivalency Evaluation for the Sediment
Basin Liner
The 10 sediment basins (SB1-SB10) around the perimeter of the waste rock pile will be the
collection point for contact water from the waste rock pile area; therefore, PLCI is proposing to
line them to prevent infiltration and, if necessary, contact water treatment prior to discharge.
These basins will have a foundation soils layer overlain by a GCL and an 80-mil HDPE
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Design Evaluation
geomembrane as discussed in Section 1.3. The 80-mil HDPE geomembrane will act as the
primary barrier to infiltration and will provide added protection for the GCL against Ultraviolet
(UV) light degradation and environmental exposure during operations. The GCL will act as the
secondary barrier of the engineered composite liner system.
Manufactured GCLs are typically used in lieu of compacted clay; therefore, a GCL's hydraulic
conductivity should be equivalent to its compacted clay counterpart. The sediment basin GCL
was evaluated using the USEPA's Darcy Law of Gravity through Porous Media (Darcy Law) to
demonstrate equivalency of the GCL to a compacted clay liner. The Darcy Law evaluates the
hydraulic conductivity and thickness of a liner (e.g., GCL vs compacted clay) against a variable
hydraulic head value to establish the flowrate of a liner (e.g., GCL vs compacted clay) at each
stage of hydraulic head.
The Darcy Law evaluation demonstrates that the sediment basin GCL with a hydraulic
conductivity of 1.1 E-9 cm/s is equivalent to two feet of 1 E-7 cm/sec clay under the maximum
hydraulic head condition in any of the 10 sediment basins (Appendix D).
2.3 Geotechnical Investigation
The geotechnical study conducted at the Site included 17 borings in the waste rock pile footprint
(Appendix A). Groundwater and geotechnical information were obtained to aid the evaluation.
2.3.1 Groundwater Separation
Groundwater separation from the bottom of the liner system is typically required and provides
an additional level of environmental protection. The groundwater surface ranges from 10.9 feet
to 50.0 feet below ground surface, based on the groundwater level readings taken from the
borings onsite. There is an intermittent stream3 in the Phase 2 area as shown on Liner Sheets
CS-1 to CS-5. It is anticipated that a minimum of five feet of structural fill material will be placed
in this area to provide a buffer between the groundwater surface and the base of the engineered
composite liner system.
2.3.2 Existing Soils
The geotechnical study (Appendix A) indicates that surficial soils on the Site range from clays
and sandy clays to sandy silts and silts. Unified Soil Classification System (USCS)
nomenclature for onsite soils include MH, CL, ML, SM, and SC types, with soil encountered to
depths exceeding 10 feet. The results of the geotechnical report, coupled with published data
for typical hydraulic conductivities for specific USCS classifications, suggest that conductivities
ranging between 1 E-3 to 1 E-7 cm/s are expected for the naturally occurring soils beneath the
waste rock pile and sediment basins (Table 2). The HELP model assumes a higher hydraulic
conductivity of 3.60E-6 cm/s for these soils.
3 In advance of Phase 2 construction activities(structural fill, liner system,waste rock placement),a modification to the existing
Clean Water Action Section 404/401 Individual Permit will be required for the stream impact.
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Maintenance
Table 2.Typical permeabilities of various USCS soils.
USCS Group Typical Coefficient of
Symbol Permeability cm/s
MH >2.5E-7
CL >5E-8
ML >5E-6
SM >2.5E-5
SC >2.5E-7
Source:Lindeburg,Michael R., "Civil Engineering Reference Manual, 14111 Ed.,pg 35-23.Professional Publications, Inc., 2014.
3 Maintenance
The waste rock pile liner system is protected from waste rock material by the protective
overburden topmost layer and the foundation soils bottommost layer. During the liner system
installation, the quality assurance process protects the long-term liner system integrity. As the
waste rock pile is constructed and progressive reclamation occurs, visual inspections will occur
on a weekly basis to ensure the vegetative cover is establishing/established to minimize erosion
of the soil capping. Survey control will be utilized, as necessary, for waste rock pile volume
control and to verify design parameters are met (e.g. slope angle design) for slope stability.
Sediment Basins 1-10 will be routinely inspected per NCDEQ requirements to ensure proper
and continuing functionality of the basins, spillways, and outlets. The sediment basin
maintenance will include regular weekly inspections and inspections after each significant (one-
half inch or greater) rainfall events. Any repairs of outlet structures and of embankments, as
necessary, will occur immediately. Sediment accumulation will be removed by either a vacuum
truck or via a rubber bucket attachment to an excavator to minimize disturbance of the sediment
basin liner system when the sediment accumulates to one-half the design depth. Removed
sediments will be disposed of within the waste rock pile while the waste rock pile is under
construction. Once the waste rock pile is fully built out and reclaimed, the removed sediments
will be deposited in the pits, as the in-pit disposal operations will have commenced by the time
the waste rock pile is fully built out and reclaimed.
The perimeter ditch will also be inspected after every rainfall during the construction operation
and sediment accumulation will be removed by vacuum truck to minimize disturbance to the rip
rap layer protecting the perimeter ditch liner system. Removed sediments will be disposed of
within the waste rock pile while the waste rock pile is under construction. Once the waste rock
pile is fully built out and reclaimed, the removed sediments will be deposited in the pits, as the
in-pit disposal operations will have commenced by the time the waste rock pile is fully built out
and reclaimed.
4 Conclusion
The objective of the engineered composite liner system is to provide a long-term barrier to limit
infiltration of contact water from the waste rock into the groundwater. The liner system will take
approximately 12 months to install, followed by approximately 22 months of waste rock pile
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Conclusion
construction, during which the pile will be progressively reclaimed by soil capping and
vegetated. In total, the engineered composite liner installation and the Phase 1 and Phase 2
waste rock placement will take approximately 34 months.
The engineered composite liner system modeled consists of a two-foot-thick protective
overburden layer underlain by an 80-mil HDPE geomembrane, a GCL, and six inches of
foundation soils. The waste rock pile perimeter ditch will also be lined. Onsite geotechnical data
was used in the HELP modeling to determine average annual percolation rates through the
engineered composite liner system for the protective overburden and foundation soils layers.
The model was run for a 25-year period to be consistent with the erosion and sedimentation
control design storm.
The results indicate that the engineered composite liner system will prevent 99.96% of the
average annual rainfall from percolating through the liner system. Only 0.04% (0.016 inches) of
the average annual rainfall may percolate through the foundation soils layer. The engineered
composite liner system design, combined with the separation to groundwater (10.9-50 feet),
provides significant environmental protection.
In the sediment basins where there will be increased hydraulic head build up, a composite liner
system consisting of a GCL overlain by an 80-mil HDPE geomembrane will be installed. The 80-
mil HDPE geomembrane protects the underlying GCL by providing added resistance to
infiltration and UV degradation. In the sediment basins, the GCL (1.1 E-9 cm/s hydraulic
conductivity) is equivalent to a two-foot-thick (1 E-7 cm/s hydraulic conductivity) compacted clay
liner under the maximum hydraulic head conditions that could be experienced in the sediment
basins.
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Appendix A — Geotechnical
Engineering Report

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Geotechnical
Engineering Report for
Piedmont Concentrator
Definitive Feasibility
Study Project
Gaston County, NC
January 13, 2022

January 13, 2022
Mr. Jim Nottingham, PE
Senior Project Manager
Piedmont Lithium Carolinas, Inc.
5706 Dallas-Cherryville Highway
Bessemer City, NC 28016
Reference: Piedmont Concentrator Definitive Feasibility Study (DFS)
Gaston County, North Carolina
Geotechnical Engineering Report for the Proposed Waste Rock Disposal Area &
Stream and Roadway Crossings
Dear Mr. Nottingham:
HDR Engineering Inc., of the Carolinas (HDR) has completed the subsurface exploration within
the Waste Rock Disposal area and at the steam and roadway crossings at the Piedmont Lithium
Carolinas, Inc. (PLCI) Project Site. This work was performed in general accordance with HDR's
MSA 2019 Task Order Number 03 (PLCI Purchase Order No. PLCI-PO-21-002) dated March 3,
2021. The purpose of this exploration was primarily to provide foundation recommendations for
the proposed facilities and structures. This report provides a summary of relevant project
information, exploration test methods, test boring logs, laboratory test data, our interpretations
and conclusions of the data, and recommendations for the facilities and structures.
HDR appreciates the opportunity to provide geotechnical engineering services for this project. If
you have any questions or need any additional information, please contact us.
Sincerely,
HDR ENGINEERING, INC. OF THE CAROLINAS
CARO��.,.
SEAL
039763 a
Paul Zhang, Ph.D., P.E. Kenny R. Bussey, Jr., PE
Senior Geotechnical Project Manager Geotechnical Section Manager
L� 4
Mark P. Filardi, LG
Project Manager
hdrinc.com 555 Fayetteville Street Suites 900&210Raleigh,NC 27601-3034
[phone]

Table of Contents
Tableof Contents..................................................................................................................... 3
1.0 Project Description........................................................................................................ 5
2.0 Purpose and Scope of Services................................................................................... 5
3.0 Project Information........................................................................................................ 5
3.1 Regional Geology ........................................................................................................ 6
4.0 Subsurface Exploration ................................................................................................ 6
4.1 Geotechnical Data Collection....................................................................................... 6
5.0 Subsurface Data............................................................................................................ 7
5.1 Geotechnical Data ....................................................................................................... 7
5.2 Groundwater Measurements........................................................................................ 9
6.0 Laboratory Testing Results.........................................................................................10
6.1 Classification Testing..................................................................................................10
6.2 Consolidation Test Results .........................................................................................11
6.3 Triaxial Shear Test Results.........................................................................................12
7.0 Engineering Evaluations and Recommendations......................................................12
7.1 WRDA.........................................................................................................................12
7.2 Bridge at Stream Crossing No. 1.................................................................................13
7.3 Whiteside Road Tunnel...............................................................................................14
7.4 Bridge at Stream Crossing No. 2.................................................................................16
7.5 Haul Roads.................................................................................................................17
7.6 Structural Fill Material .................................................................................................17
7.7 Site Preparation and Earthwork ..................................................................................18
7.8 Temporary Excavation and Support............................................................................18
7.9 Groundwater Control and Dewatering.........................................................................19
8.0 Limitations....................................................................................................................19
hdrinc.com 555 Fayetteville Street Suites 900&210Raleigh, NC 27601-3034
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Tables:
Table 5-1 Groundwater Summary.............................................................................................. 9
Table 6-1 Soil Classification Summary......................................................................................11
Table 6-2 Consolidation Test Results........................................................................................12
Table 6-3 Results of Triaxial Shear Testing...............................................................................12
APPENDICES:
APPENDIX A: Subsurface Exploration Data
• Boring Location Plan
• Subsurface Profiles
• Legend
• Test Boring Logs
APPENDIX B: Laboratory Test Results
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FN Piedmont Lithium I Geotechnical Engineering Report
Project Description
1 .0 Project Description
Based upon the site plans and Scope of Geotechnical Services provided by Piedmont Lithium
Carolinas, Inc. (PLCI), and our subsequent conversations, HDR understands PLCI is developing
an open-pit lithium quarry, located approximately 25 miles west of Charlotte, North Carolina, in
the Carolina Tin-Spodumene belt, including a Quarry Concentrator Plant, Non-process
Infrastructure, and a Waste Rock Disposal Area (WRDA) containing process tailings, waste rock,
and overburden stockpiles. Two arch bridges are proposed along the haul roads at the stream
crossings, and one tunnel is proposed underneath the proposed main haul road along Whiteside
Road crossing.
2.0 Purpose and Scope of Services
The purpose of this investigation is to identify and evaluate subsurface conditions at the PLCI
facility within the proposed plant area for the concept site development project. Geotechnical and
groundwater data were collected from geotechnical borings advanced during this project.
The purpose of this report is to summarize findings from our subsurface exploration and provide
site preparation, general construction, and foundation recommendations for the proposed
structures and facilities. The following services were provided in support of the preceding
objectives:
• Executed a program of subsurface exploration consisting of subsurface sampling and
field-testing. The program included thirty-six (36) Standard Penetration Test (SPT)
borings, and collection of relatively undisturbed "Shelby" tube samples.
• Visually classified and tested representative samples using the Unified Soil Classification
System (USCS). Visual field classifications were performed in general accordance with
the American Society of Testing and Materials (ASTM) standards.
• Collected groundwater level measurements after a stabilization period of approximately
24 hours.
• Performed laboratory testing (by HDR and our subconsultant Summit Engineering) in
general accordance with ASTM Standards. Testing consisted of classification testing
(grain size analysis, Atterberg Limits and natural moisture content), consolidation, and
triaxial shear (CU).
• Analyzed field and laboratory data.
• Prepared this formal engineering report, summarizing the course of study pursued, the
field and laboratory data generated, subsurface conditions, and geotechnical
recommendations for the proposed structures and facilities.
3.0 Project Information
The project is located at the PLCI site in Gaston County, North Carolina and is an approximately
1,548-acre tract of land located west of the intersection of Whitesides Road and Hephzibah
Church Road, approximately 2.7 miles east of Cherryville, NC. The site, which is being evaluated
5

FN Piedmont Lithium I Geotechnical Engineering Report
Subsurface Exploration
for development, is predominantly rural agricultural land with residences, outbuildings, ponds, and
wooded areas.
3.1 Regional Geology
Based on the Geologic Map of North Carolina, the site is located in the Piedmont Physiographic
Province, which lies between the Coastal Plain and the Blue Ridge Mountains. Along the border
between the Piedmont and the Coastal Plain, elevations range from 300 to 600 feet above sea
level. To the west, elevations gradually rise to about 1,500 feet above sea level at the foot of the
Blue Ridge Mountains. This site is located within this elevation range with boring collar elevations
ranging from approximately 833.5 to 874.5. The Piedmont is characterized by gently rolling, well
rounded hills and long low ridges and valleys which contain a network of streams.
Within the upland areas away from alluvial deposits, soils within the Piedmont Province are the
residual product of in-place chemical and physical weathering of parent rock materials. The typical
residual profile consists of finer grained silts and clays near the ground surface which gradually
transition to coarser and denser material with depth. The boundary between soil and rock is
typically not sharply defined and a transitional zone, termed "weathered rock" is typically
encountered overlying the more competent bedrock. Weathering is facilitated by joints, fractures
and by the presence of less resistant rock types. Therefore, the profile of residual soil, weathered
rock, and rock can be irregular and erratic, even over short distances.
Based on the 1985 Geologic Map of North Carolina, the rock type mapped at the project site is
the Cherryville Granite, an intrusive rock of the Inner Piedmont Belt. This unit contains pegmatites
and is noted as being lithium-bearing on the east side, where the proposed mine would be located.
No seismic faults are mapped in the vicinity of the project site.
4.0 Subsurface Exploration
4.1 Geotechnical Data Collection
Previously, ECS Carolinas, LLC (ECS) performed 37 geotechnical borings in 2019 within the
proposed project area as part of a Preliminary Subsurface Exploration. All of these boring logs
are included with the historical ECS geotechnical report.
In March and April 2021, HDR performed 10 Geotechnical SPT borings in accordance with ASTM
D1586 within the proposed Concentrator Plant area (refer to our Geotechnical Report dated July
13, 2021).
In August through October 2021, HDR performed 36 more SPT borings within the footprints of
WRDA, at the stream and roadway crossings, and other proposed facilities. Both hollow stem
auger and mud rotary with tricone bit drilling techniques were utilized and SPT split spoon drives
were performed using an automatic hammer at 2.5-foot intervals in the upper 10 feet of every
borehole, and at five-foot intervals below 10 feet. HDR personnel monitored the drilling
operations, visually classified the samples, and prepared field logs of the explorations. Most
boreholes remained open but covered for 24 hours after drilling to obtain a stabilized groundwater
6

FN Piedmont Lithium I Geotechnical Engineering Report
Subsurface Data
reading. All boreholes were backfilled with bentonite and sealed either immediately after drilling
or after groundwater measurements were obtained. In order to monitor groundwater fluctuation,
four monitoring wells were installed at boring locations GT21_4, GT21_7, GT21_11, and
GT21_16. Boring collar elevations were interpolated from the existing topography data provided
by PLCI and should only be considered approximate.
Geotechnical samples were transported to HDR's office for further examination and classification
by a geotechnical Engineer. Representative samples were subjected to classification testing. All
soil samples were visually reviewed and classified by a North Carolina Professional Engineer
(PE) or a North Carolina Licensed Geologist (LG).
Final boring logs were prepared and stratified in general accordance with the Unified Soil
Classification System (USCS) as described by ASTM D2487. The strata contact lines represent
approximate boundaries between the soil types; the actual transition between the soil types in the
field may be gradual in both the horizontal and vertical directions. Boring logs and lab testing data
are presented in Appendix A and Appendix B, respectively, of this document.
5.0 Subsurface Data
5.1 Geotechnical Data
The information contained within this section of the report summarizes the subsurface conditions
encountered in the HDR subsurface exploration.
WRDA
A total of seventeen (17) borings (GT21_1 and GT21_2, GT21_4, GT21_7 through GT21_11,
GT21_13, GT21_15 and GT21_16, GT21_19 and GT21_20, GT21_24 and GT21_25, GT21_28
and GT21_28) were drilled within the footprint of the proposed WRDA. Residual soils were
encountered below surficial topsoil in all borings to depths ranging from approximately 13 to 174
feet. These soils consist primarily of silts and silty sands (ML, MH, SM). To a lesser extent, sandy
clays (CL) were encountered at some locations. SPT N-values within residual soils ranged from
2 to 85 blows per foot. Residual soils appeared moist to wet.
Weathered rock was encountered underneath residual soils in all borings and extend to depths
ranging from approximately 24 to 174 feet (boring termination depths for some borings).
Weathered rock is defined herein as residual material with an N-value of at least 100 blows per
foot. Tricone refusal, which indicates competent rock, was encountered in some borings at depths
ranging from approximately 60 to 144 feet.
Streaming Crossinq No. 1
An arch bridge is proposed to cross the stream along the Main Haul Road near Station 13+00 to
14+30. Four (4) borings (RC21_5 through RC21_8) were drilled, two on each side of the stream.
On the west side of the stream, alluvial soils were encountered near the ground surface and
extended to a depth of approximately 28 feet, consisting of sandy clays (CL), sands with gravel

FN Piedmont Lithium I Geotechnical Engineering Report
Subsurface Data
and boulders, and silty sands (SP, SM). Alluvial soils appeared moist to wet. Residual soils were
encountered below alluvium to depths ranging from approximately 30 to 34 feet, consisting of silty
sands (SM) and appearing wet. Weathered rock was encountered below residual soils and
extended to depths ranging from approximately 34 to 39 feet, at which tricone refusal was
encountered indicating competent rock. It should be noted that boulders were encountered at
boring RC21_5 between depths of 6 and 10 feet and will most likely affect the construction.
On the east side of the stream, alluvial soils were also encountered, but only present in the top 1
to 2 feet, consisting of moist silty sands (SM). Residual soils were encountered below alluvium to
depths ranging from approximately 10 to 11 feet, consisting of silts and silty sands (ML, MH, SM)
and appeared moist to wet. Weathered rock was encountered below residual soils and extended
to a depth of approximately 12 feet, at which tricone refusal was encountered indicating
competent rock.
Roadway Crossing at Whiteside Road
A tunnel is proposed along the existing Whitesides Road to cross underneath the Main Haul Road
near Station 35+30. Four (4) borings were proposed, but only two (RC21_1 and RC21_3) were
drilled due to property access issues.
Residual soils were encountered below surficial topsoil in both borings and extended to a depth
of approximately 37 feet on the south side, and to the boring termination depth of 30 feet on the
north side. These soils consisted of sandy clays (CL) underlain by sandy silts and silty sands (ML,
SM). SPT N-values within residual soils ranged from 4 to 32 blows per foot. Residual soils
appeared moist to wet.
Weathered rock was encountered below residual soils in boring RC21_1 and extended to a depth
of approximately 38 feet, at which tricone refusal was encountered indicating competent rock.
Streaming Crossing No. 2
An arch bridge is proposed to cross the stream along the South Pit Haul Road near Station 13+40
to 14+00. Four (4) borings (RC21_9 through RC21_11) were drilled, two on each side of the
stream.
On the west side of the stream, at boring RC21_9, alluvial soils were encountered near the ground
surface and extended to the boring termination depth of approximately 29 feet, at which tricone
refusal was encountered indicating potentially competent rock. At boring RC21_12, alluvial soils
were encountered near the ground surface and extended to a depth of approximately 19 feet,
consisting of sandy silts (ML), silty and clayey sands, and sands with gravel (SM, SC, SP). Alluvial
soils appeared dry to wet. Residual soils were encountered below alluvium and extended to the
boring termination depth of approximately 49 feet, at which tricone refusal was encountered
indicating competent rock. Residual soils consisted of silty sands (SM) and appeared wet.
On the east side of the stream, at Boring RC21_10, large boulders were encountered and caused
tricone refusal at a depth of approximately 7 feet with three attempts. At Boring RC21_11, large
boulders were encountered and caused tricone refusal at a depth of approximately 11 feet with
8

FN Piedmont Lithium I Geotechnical Engineering Report
Subsurface Data
three attempts. Alluvial soils consisted of sandy clays (CL), silty sands (SM), and boulders, and
appeared dry to wet.
Miscellaneous Facilities
Nine (9) additional borings (GT21_17, GT21_18, GT21_21, GT21_22, GT21_26, GT21_30
through GT21_33) were drilled throughout the site for miscellaneous facilities.
Residual soils were encountered below surficial topsoil in all borings at depths ranging from
approximately 9 to 60 feet (boring termination depths for some borings). These soils consisted
primarily of silts and silty sands (ML, MH, SM). To a lesser extent, sandy clays (CL) were
encountered at some locations. SPT N-values within residual soils ranged from 1 to 60 blows per
foot. Residual soils appeared moist to saturated.
Weathered rock was encountered below residual soils in some borings and extended to depths
ranging from approximately 18 to 24 feet (boring termination depths for some borings). Tricone
refusal, which indicates competent rock, was encountered in some borings at depths ranging from
approximately 24 to 44 feet.
It should be noted that the subsurface soil stratification is generalized to highlight major
subsurface stratification features and material classifications. Specific details concerning
subsurface conditions and materials encountered at each test location may be obtained from the
soil test boring logs, and subsurface profiles located in Appendix A. The depths of strata indicated
in the boring logs represent approximate boundaries between soil types; however, the actual
transition may be gradual.
5.2 Groundwater Measurements
Static groundwater elevations on site generally varied with topography and ranged from
approximately 806 to 857 feet above sea level. Some boreholes caved in after drilling equipment
was extracted, and therefore, static groundwater depth could not be measured. Approximate
groundwater elevations and the depths to groundwater from the surface are shown in Table 5-1
below.
Table 5-1 Groundwater Summary
Boring Groundwater Groundwater
Boring ID Collar Depth (ft) Elevation (ft)
Elevation (ft)
GT21_1 856.0 50.0 806.0
GT21_4 854.9 43.0 811.9
GT21 7 869.5 28.9 840.6
GT21 9 834.2 17.0 817.2
GT21 11 869.6 13.1 856.5
GT21 13 851.9 10.9 841.0
GT21 16 853.3 45.8 807.5
GT21 19 864.7 12.6 852.1
9

FN Piedmont Lithium I Geotechnical Engineering Report
Laboratory Testing Results
Fluctuation in groundwater elevations should be expected throughout the year due to varying
rainfall and temperature conditions, and perched groundwater should be expected above less
permeable fine-grained materials and lenses of weathered rock overlying residual soil.
6.0 Laboratory Testing Results
Representative spilt-spoon and Shelby tube samples were selected from the test borings to verify
visual field classifications and evaluate engineering properties. Laboratory tests were performed
by HDR and Summit Engineering in general accordance with ASTM standards and are
summarized below.
6.1 Classification Testing
A total of 26 samples were tested for Atterberg limits, natural moisture content, and grain size
analysis. The results of these tests, as shown in Table 6-1, indicate that site soils range from silty
sand to sandy clay(SM to CL), with moisture content ranging from approximately 9 to 69 percent.
Most soils appear to have moisture contents at or above anticipated optimum levels and will likely
require drying during construction. In addition, highly plastic soils (MH, CH) are susceptible to
shrink and swell with fluctuations in moisture and are not suitable for reuse as structural fill. Refer
to the test results in Appendix B for additional information.
10

01 Piedmont Lithium I Geotechnical Engineering Report
Laboratory Testing Results
Table 6-1 Soil Classification Summary
Natural Passing Atterberg Limit
Boring ID Sample Depth (ft) Moisture USCS
Content #200 Sieve LL PL PI
GT21 17 SS-4 8.5-10 33.1% 69% 53 37 16 MH
GT21 21 SS-4 8.5-10 29.0% 54% 34 24 10 CL
GT21 31 SS-1 1-2.5 20.5% 80% 48 30 18 ML
GT21 31 SS-4 8.5-10 42.0% 61% 52 45 7 MH
GT21 33 SS-1 1-2.5 20.7% 70% 49 29 20 ML
GT21 18 SS-6 18.5-20 56.6% 71% 61 57 4 MH
GT21 25 SS-7 23.5-25 47.4% 46% 46 32 14 SM
GT21 26 SS-1 1-2.5 8.9% 38% NP NP NP SM
GT21 28 SS-5 13.5-15 43.4% 55% 52 46 6 MH
GT21 32 SS-1 1-2.5 20.0% 69% 47 29 18 ML
RC21 1 SS-1 1-2.5 27.2% 79% 54 44 10 MH
RC21 1 SS-6 18.5-20 60.5% 68% 55 55 NP MH
RC21 1 SS-7 23.5-25 54.9% 52% NP NP NP ML
RC21 3 SS-1 1-2.5 13.3% 53% 35 23 12 CL
RC21 11 SS-2 3.5-5 17.2% 39% 27 18 9 Sc
RC21 11 SS-4 8.5-10 32.6% 36% NP NP NP SM
GT21 20 SS-3 6-7.5 44.6% 84% 56 47 9 MH
GT21 20 SS-5 13.5-15 58.0% 69% 51 47 4 MH
GT21 24 SS-2 3.5-5 36.0% 69% 50 42 8 MH
GT21 13 SS-1 1-2.5 26.9% 57% 46 28 18 ML
GT21 13 SS-5 13.5-15 54.7% 58% 58 49 9 MH
GT21 9 SS-4 8.5-10 28.1% 66% 56 35 21 MH
GT21 9 SS-5 13.5-15 35.8% 53% 54 35 19 MH
GT21 19 ST-1 15-17 61.8% 37% 59 58 1 SM
GT21 19 ST-2 18-20 69.1% 45% 68 64 4 SM
GT21 19 ST-3 21-23 66.7% 53% 63 60 3 MH
6.2 Consolidation Test Results
Three (3) laboratory consolidation tests were performed on the low blow count materials (silty fine
sand and elastic silt) obtained from boring GT21_19 at depths ranging from approximately 15 to
23 feet. Test results indicate the soils are over-consolidated and have compression index (Cc)
values ranging from 0.68 to 0.85, and recompression index values (Cr) ranging from 0.06 to 0.07.
The coefficient of consolidation (Cv) ranges from 0.198 to 0.252 square inches per minutes,
indicating the soils are fairly drainable. It should be noted that the samples appear to have some
disturbance. Therefore, variations in the consolidation properties should be anticipated. Test
results are summarized in Table 6-2 below and are provided in Appendix B for reference.

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
Table 6-2 Consolidation Test Results
Sample Moisture
Boring No. Depth Soil Type(USCS) Contntent Preconsolidation Initial Void C� v
(f ( Pressure(ksf) Ratio eo CrC' (in /min)
GT21 19 15-17 SM 61.8% 6.36 1.797 0.83 0.04 0.252
GT21 19 18-20 SM 69.1% 3.58 1.965 0.83 0.04 0.198
GT21 19 21-23 MH 66.7% 3.38 1.927 0.85 0.05 0.246
6.3 Triaxial Shear Test Results
Triaxial shear testing was performed on the same undisturbed samples obtained for the
consolidation tests, (i.e., the low blow count silty fine sand and elastic silt) obtained from boring
GT21_19 at depths ranging from approximately 15 to 23 feet, for the purpose of obtaining the
shear strength parameters of cohesion and the internal angle of friction (total and effective). Test
results indicate that the soils have total cohesion (c) values ranging from 450 to 530 pounds per
square foot (psf), total angle of internal friction values ranging from 9.4 to 12.2 degrees, effective
cohesion (c') values ranging from 210 to 280 pounds per square foot (psf), and effective angle of
internal friction values ranging from 27.8 to 31.8 degrees. Test results are summarized in Table
6-3 below and provided in Appendix B for reference.
Table 6-3 Results of Triaxial Shear Testing
Sample Moisture Total Total Friction Effective Cohesion Effective Friction Angle
Boring No. Depth Soil Type Content Cohesion c Angle cp c' V
(ft) (USCS) (%) (psf) (1) (psf) (1)
GT21 19 15-17 SM 61.8% 640 11.7 480 30.0
GT21 19 18-20 SM 69.1% 640 11.1 230 33.5
GT21 19 21-23 MH 66.7% 620 11.1 470 28.0
7.0 Engineering Evaluations and
Recommendations
Based upon our review of soils and geologic information, and results of the test borings and
laboratory analysis, there are several geotechnical considerations which may affect the proposed
construction, groundwater control, and reuse of on-site materials. These issues are discussed in
greater detail in the following sections.
7.1 WRDA
Based upon the provided Plans dated August 25, 2021, the proposed WRDA footprint is
approximately 3,700 feet long and 2,100 feet wide. The proposed slope of the WRDA is 2H:1V
and a minimum 20 feet wide bench for every 60 feet horizontally, which results in an effective
slope of 3H:1 V. The finished grade of the crest is at 1,090 feet, the existing grades within the
center of the WRDA footprint are at approximately 862 to 880 feet, which results in approximately
210 to 228 feet of waste rock disposal fill.
12

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
According to PLCI, the waste rock will be crushed in the pit and conveyed to the WRDA. The top
size of the crushed/conveyed material is estimated to be 14 inches. Blasted rock will be
transported via a conveyor from the pits to the WRDA. Waste rock from pit excavation will be
spread in nearly horizontal lifts using a bulldozer or other earth-moving equipment. The maximum
loose lift thickness shall not exceed six (6) feet. Final grading of slopes will be completed with a
dozer. The surface of the WRDA will be graded to drain to the approved system of ditches,
benches, and flumes. Tailings from the processing plant will be disposed of as backfill into mined
pits or in the WRDA. Most tailings are expected to be backfilled into mined pits. Tailings placed in
the WRDA will be placed near the center of the fill.
Compressible soils (SPT N-values generally < 6) consisting of sandy silts and silty sands exist
throughout the WRDA site. To evaluate the compressibility of the soils, HDR performed settlement
analyses for the proposed WRDA utilizing elastic and consolidation methods. Parameters for the
settlement analyses were obtained from the consolidation testing as well as interpretation from
SPT borings and laboratory test results. Settlements in the fine-grained silts and clays versus the
coarser-grained sands will occur at different rates. The settlements in coarser grained, non-plastic
materials are typically treated as elastic or immediate settlements and will occur upon or shortly
after the application of load. The settlements in the finer grained and more plastic layers will occur
over a longer period of time and are considered consolidation related settlements.
Settlement of new fills is largely unavoidable regardless of the degree of compaction employed
by the Contractor. Typically, we have observed properly compacted fills to settle between 2-6%
of the total fill height, but sometimes at more than 10% of the fill height. Utilizing the laboratory
consolidation testing results, the calculated settlement is anticipated to be on the order of 200
inches. The vast majority of this settlement normally occurs during the construction process.
However, we anticipate that some level of crest resurfacing will be required for at least 1-2 years
after completion of construction.
Per AASHTO, embankment slopes shall meet a Factor of Safety (FOS) of 1.50 or greater for
overall stability for long term loading condition, and 1.3 for short term loading condition. Slope
stability analyses were performed for WRDA for both total stress condition (short term) and
effective stress condition (long term) utilizing the limit equilibrium method that satisfies force and
moment equilibrium to compute the critical Factor of Safety (FOS). Soil strength parameters used
in stability analyses were estimated based on our subsurface and laboratory results. Calculated
results indicate a global FOS of approximately 1.3 for short term loading condition, and 2.3 for
long term loading condition.
7.2 Bridge at Stream Crossing No. 1
Based upon the provided Plans dated August 25, 2021, an arch bridge is proposed to cross the
stream along the Main Haul Road near Station 13+00 to 14+30. The proposed bottom of footing
will be at 780 feet, approximately.
Weathered rock was encountered at an approximate elevation of 755 feet on the west side of the
stream, and at 777 feet on the east side of the stream. Based upon our previous experience on
similar projects within Gaston County, footing on steel HP piles would be a cost-effective option
13

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
for the footings on the west side of the stream. For a typical HP12x53 pile seated on weathered
rock, an allowable pile capacity of 100 tons is anticipated based on a factor of safety of 2. Average
HP pile length is on the order of 30 feet. Additional pile capacity may be obtained by utilizing larger
steel piles. Settlements of the steel HP piles in weathered rock should be on the order of/2-inch
or less.
Another option is to use micropiles, which are small diameter(typically less than 12 inches), drilled
and grouted non-displacement piles that are typically reinforced. Micropiles should be extended
through alluvial soils and embedded into weathered rock. We recommend the micropiles have a
minimum diameter of 7 inches and they be socketed a minimum of 10 feet into weathered rock
and designed with an allowable pile capacity of 100 kips. Allowable bond strengths of 40 psi
(pounds per square inch) may be used for weathered rock. Average micropile length is on the
order of 35 feet. Additional pile capacity may be obtained by utilizing larger diameter micropiles
and/or longer socket lengths. Settlements of the micropiles in weathered rock should be on the
order of/2-inch or less.
The minimum center-to center spacing for piles shall be three times their diameter. No reductions
of the individual pile axial capacities will be required if piles are spaced center-to-center at three
times their diameter or greater. Based upon criteria defined by AASHTO, no reductions of the
front row pile lateral capacities will be required if piles are spaced center-to-center at five times
their diameter or greater, however, 80% of the lateral capacity shall be used for spacings of three
times the diameter. For the back row pile, 70% of the lateral capacities will be required if piles are
spaced center-to-center at five times their diameter or greater, and 30% of the lateral capacity
shall be used for spacings of three times the diameter.
It should be noted that boulders have been encountered at shallow depths at some of the borings
and are anticipated to be present at other locations. Therefore, predrilling is anticipated for the
installation of steel HP piles.
On the east side of the stream, weathered rock is present at depths approximately 3 feet below
the proposed bottom of footing. We recommend undercutting the soils to weathered rock and
backfilling with flowable fill. Then spread footings can be designed using allowable bearing
pressures of 8,000 pounds per square foot (psf).
7.3 Whiteside Road Tunnel
Based upon the provided Plans dated August 25, 2021, an ellipse tunnel with an approximate
45.5-foot span and 28-foot rise is proposed along Whitesides Road to cross underneath the Main
Haul Road near Station 35+30. The existing grade is approximately 844 feet, and the proposed
Haul Road grade is approximately 872 feet. Therefore, up to 28 feet of fill is anticipated to be
placed.
Residual soils were encountered near existing ground surface and extend to a depth of
approximately 37 feet. These soils were underlain by weathered rock and competent rock. Most
residual soils were compressible sandy silts with SPT N-values ranging from 4 to 6.
14

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
HDR performed settlement analyses utilizing elastic and consolidation methods. Parameters for
the settlement analyses were obtained from the consolidation testing as well as interpretation
from SPT borings and laboratory test results.
As described in Section 7.1, settlement of new fills is largely unavoidable regardless of the degree
of compaction employed by the Contractor. Typically, we have observed properly compacted fills
to settle between 2-6% of the total fill height, but sometimes settlement could be more than 10%
of the fill height. Utilizing the laboratory consolidation testing results, the calculated settlement is
anticipated to be on the order of 12 inches. The vast majority of this settlement normally occurs
during the construction process. The Contractor should monitor settlement during and after fill
replacement. Pavement should not be placed until the monitored settlement is less than 0.1 inch
over a period of four weeks.
If the anticipated settlement is excessive, ground improvements will be required to reduce the
settlement. Preloading may be the most cost effective for this site and would not require too much
time to complete because the laboratory test results indicate sandy silts are fairly drainable. The
objective of preloading is to utilize temporary surcharge loads to consolidate the underlying fine
grained silt layer. Preloading may be achieved by placing soil embankment, rockpiles, or concrete
blocks that can result in a load equivalent to or greater than the completed structure. Once the
settlement exceeds the predicted final settlement or the monitored settlement is less than 0.1 inch
over a period of four weeks, the temporary surcharge can be removed.
Another option is to use a grid of Rammed Aggregate Piers (RAP), provided by Geopier.
Depending on the subsurface conditions, the Geopier system used for a site may consist of either
the open-borehole Geopier method, or the impact-displacement Geopier method. For this project,
the impact displacement method is considered to be more feasible. The impact-displacement
Geopier element is a very stiff compacted aggregate pier created to the full design depth by
pushing a special impact apparatus with a relatively large static force augmented by dynamic
vertical loading. The hollow-shaft mandrel, filled with open-graded stone, is incrementally raised,
permitting the aggregate to be released into the cavity, and then lowered by pushing, ramming or
vibrating to densify the aggregate and push it laterally into the adjacent soil. The cycle of raising
and lowering the mandrel and impact head is repeated to the ground surface. The final product is
a densified aggregate pier of predictable diameter encased in densified and laterally pre-stressed
soil.
During installation, the hammers that produce the ramming action operate at ranges of 2,000 to
2,400 cycles per minute. These high frequency vibration levels are higher than most other
construction activities resulting in a large amount of damping within the reinforced soils at the
project site. In the United States, high frequency vibrations levels less than two in/sec at existing
building locations are generally considered to be acceptable. For RAP, the peak particle velocities
are less than two in/sec at distances on the order of 10 to 15 feet from the pier installation location.
Considering that the RAP will generally be located at distances greater than 15 feet from existing
structures, construction induced vibration is not anticipated; however, vibration monitoring of
adjacent structures should be performed. It should be noted that the installation of RAP will
15

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
displace soils and may impact utilities located within 3 feet of the RAP. Therefore, existing utility
pipes should be exposed prior to RAP installation.
RAPs are to be designed and constructed by a Specialty Contractor. Typical RAP construction
consists of 24- to 30-inch diameter piers with 3- to 12-foot spacing extending 10 feet beyond the
footprint of the structure. RAPs should be extended through the compressible soils to bear on
competent residual soils or weathered rock.
The estimated capacity for a 20- to 30-foot long RAP is approximately 40 to 50 kips, and the
typical total settlement for the RAP system is estimated to be 1 inch or less. The RAP should be
designed in proportion to the proposed footing dimensions, anticipated loads, and tolerable
settlements. Following RAP installation, proofrolling should also be performed. The actual
number, capacity, spacing, and penetration depth, as well as allowable bearing pressure and
settlement, should be provided by the Geopier Contractor.
It is recommended that a full-scale Modulus Load Test be provided to verify the design capacity.
The load test would provide a conservative measure of the stiffness of the element and provide
quality control guidelines for the installation procedures. We recommend that HDR be retained to
review the design documents and installation plan and monitor the installation.
As an alternative to the above-proposed RAP system, stone column installation may also be
considered. Stone columns are installed with similar techniques to the RAP, with the exception
that water jetting is required. The design and construction of the stone columns should be in
accordance with the RAP criteria described above.
7.4 Bridge at Stream Crossing No. 2
Based upon the provided Plans dated August 25, 2021, an arch bridge is proposed to cross the
stream along the South Pit Haul Road near Station 13+40 to 14+00. The proposed bottom of
footing elevation is approximately 757 feet.
Weathered rock was encountered from approximately 717 to 738 feet on the west side of the
stream. On the east side, large boulders were encountered and caused tricone refusal at shallow
depths after six attempts. Similar to the bridge at Stream Crossing No. 1, footing on steel HP piles
would be a cost-effective option for the footings. For a typical HP12x53 pile seated on weathered
rock, an allowable pile capacity of 100 tons is anticipated based on a factor of safety of 2. Average
HP pile length is on the order of 35 feet. Additional pile capacity may be obtained by utilizing larger
steel piles. Settlements of the steel HP piles in weathered rock should be on the order of/2-inch
or less.
Another option is to use micropiles extended through the alluvial soils and embedded into
weathered rock. We recommend the micropiles have a minimum diameter of 7 inches, be
socketed a minimum of 10 feet into weathered rock, and designed with an allowable pile capacity
of 100 kips. Allowable bond strengths of 40 psi may be used for weathered rock. Average
micropile length is on the order of 40 feet. Additional pile capacity may be obtained by utilizing
larger diameter micropiles and/or longer socket lengths. Settlement of the micropiles in weathered
rock should be on the order of/2-inch or less.
16

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
Group effects for pile axial and lateral capacity are in accordance with the criteria defined in
Section 7.2 above.
It should be noted that boulders have been encountered at shallow depths at the borings and are
anticipated to be present at other locations. Therefore, predrilling is anticipated for the installation
of steel HP piles.
7.5 Haul Roads
Based upon the provided Plans dated August 25, 2021, a few haul roads (Main Haul Road, North
Pit Haul Road, South Pit Haul Road, etc.)will be constructed throughout the site to facilitate mining
activities. Most haul roads will be constructed on proposed embankments.
Based upon our investigation, most residual soils consist of micaceous silts and silty sands. These
soil types can produce excessive deflection, rutting, and/or reduced resilient modulus if
compacted at moisture contents exceeding optimum moisture conditions. Therefore, compaction
moisture should be closely monitored during placement and compaction of silt fills. Micaceous
silts are best compacted by penetration-type compaction equipment (sheepfoot rollers) operating
at slow speeds. Vibratory and pneumatic (rubber-tired) compaction equipment should not be
utilized. Compactive effort is best achieved by making more passes with a lighter roller than
making fewer passes with a heavy roller.
Embankment fill should be placed in loose eight-inch lifts and compacted to 95 percent of
Standard Proctor dry density at (±) 2 percent of optimum moisture conditions, as determined by
ASTM D-698, except the top 8 inches which should be compacted to 100 percent of maximum
density.
Adequate drainage is one of the most critical variables in both the life and performance of the
road. The necessity of maintaining adequate drainage is heightened considering that most soils
at the site are micaceous silts and silty sands, which are prone to soften upon water infiltration.
Haul road surface should be designed and installed such that positive drainage is maintained
away from the road surface.
Following the above recommendations, a California Bearing Ratio (CBR) value of 5 may be used
for the haul road pavement section design.
7.6 Structural Fill Material
Existing non-highly plastic on-site soils may be used as structural fill provided these soils are free
of organic material and within the specified optimum moisture contents. It should be noted that
based upon current moisture levels, some the existing site soils are anticipated to be wetter than
optimum moisture conditions. Therefore, fill placement and compaction efforts should be
conducted in the drier months of the year and scarifying to sufficiently dry the soils should be
anticipated. Highly plastic soils (i.e. plasticity indices greater than 25) should not be used as
structural fill within 3 feet of subgrade levels due to their shrink/swell potential. These soils may
be used in non-structural or landscaped areas.
17

FN Piedmont Lithium I Geotechnical Engineering Report
Engineering Evaluations and Recommendations
Off-site structural fill materials should be free of organic material, have low to medium plasticity
(i.e. plasticity indices less than 25) and a particle size of less than 3 inches. Samples of proposed
structural fill materials should be tested for compliance with the above criteria prior to use on-site.
All structural fill material should be placed and compacted as described in the section below.
7.7 Site Preparation and Earthwork
Initial site preparation should include the following:
• Stripping and grubbing of all organic material within proposed construction limits. Topsoil
and rootmat on the order of 3 to 6 inches is anticipated.
• Subgrades in areas designated to receive fill should be proofrolled to identify zones of
instability. Proofrolling should be accomplished using a fully loaded tandem axle dump
truck. Areas exhibiting instability should be evaluated by a geotechnical engineer or their
qualified representative to determine extent of repair. Following proofrolling, the subgrade
areas should be compacted to a minimum depth of 6 inches in accordance with the criteria
provided below.
• Undercut material, if warranted by the geotechnical engineer, should be replaced with
structural fill compacted to at least 95 percent of the soil's maximum dry density as
determined by the Standard Proctor method, ASTM D-698.
Following the above site preparation recommendations, structural fill and backfilled material
should be placed in loose eight-inch lifts and compacted to 95 percent of Standard Proctor dry
density at (±) 2 percent of optimum moisture conditions as determined by ASTM D-698. Field
density tests should be performed on each lift of fill placed to verify compliance with compaction
specifications. Existing on-site soils may be reused as structural fill provided these soils are free
of organic material, debris, and are not highly plastic.
7.8 Temporary Excavation and Support
Temporary excavations are anticipated for the construction of the foundations and utilities at the
site. Excavations deeper than four feet must conform to applicable sections of the Construction
Industry Occupational Safety and Health Administration (OSHA) Standards (29CFR1926). In
general, compliance will require either sloping back excavations or the use of temporary shoring.
If sloping of the excavations is used, slopes should be no steeper than 2:1 (H:V) as discussed
below. The referenced (OSHA) standard should be reviewed for requirements regarding use of
sloping. It is the Contractor's responsibility to design and construct stable, temporary excavations
as part of their safety procedure in accordance with local, state, and federal safety regulations.
HDR does not assume responsibility for construction safety or the Contractor's or other party's
compliance with applicable safety or other regulations.
Provided that the entire excavation is dewatered a minimum of 1 foot below the bottom of the
deepest excavation point, and sufficient separation from existing slopes or traffic exists, sloping
of the temporary excavations may be performed as described above. Higher groundwater levels
or standing water in the excavation may result in unstable slopes.
In areas where sufficient separation from existing slopes or traffic does not exist, shoring and/or
bracing will be necessary. Based upon the results of the test borings, it is anticipated that site
18

FN Piedmont Lithium I Geotechnical Engineering Report
Limitations
soils may be retained utilizing conventional shoring techniques such as sheet piles, timber pile
and lagging walls or soil nail walls. Shoring should be designed to resist lateral earth pressures
from the existing soils and include hydrostatic pressure to account for rises in groundwater levels
and/or water infiltrating the retained soils. Once plans are available, HDR should be consulted to
review the temporary excavations and shoring designs to ensure they are consistent with the
recommendations presented in our report.
Excavated soils may be used as backfill provided these soils are free of organic material and
within the specified optimum moisture contents. Backfill should be placed and compacted as
described in Sections 7.6 and 7.7 above.
In addition, it should also be noted that site grades should be designed to provide positive surface
drainage away from the proposed excavation.
7.9 Groundwater Control and Dewatering
Groundwater levels were measured throughout the site at depths ranging from approximately 11
to 50 feet below ground surface (elevations of 806 to 857 feet). Dewatering of excavations is
anticipated at some locations.
Water levels should be maintained a minimum of 1 foot below the bottom of proposed excavations
at all times. These drawdown levels should be maintained through fill placement and foundation
construction. In addition, surface water controls may also be required to prevent saturation and
flooding of compacted fills. Surface water controls will need to be designed to collect and drain
water from heavy rainfall and/or flooding and may need to include positive draining site grades,
sump pumps, gravel lined trenches and other measures.
In shallow excavation areas (i.e., 8 feet or less) a gravity drainage system, sump pump, or other
conventional dewatering procedure may be used for groundwater control. However, in areas
where deeper excavations are planned, dewatering systems consisting of deep wells or well
points may be required to properly dewater the site due to the higher water levels. A specialty
dewatering contractor should be retained with previous experience in dewatering applications
adjacent to structures and should provide alternate methods for reducing drawdown following
excavation such as: staged dewatering systems, groundwater recharge, reducing flows from
critical areas, etc.
8.0 Limitations
This report has been prepared for the exclusive use of PLCI in accordance with generally
accepted engineering practices for specific application to this project. Any construction
recommendations, wetland, environmental, or contaminant assessment efforts are beyond the
scope of this geotechnical exploration; and therefore, those issues are not addressed in this
report. No other warranty, expressed or implied, is made. These interpretations and conclusions
do not reflect variations in subsurface conditions that could exist intermediate of the test locations
or in unexplored areas of the project site. Should such variations become apparent during
construction, HDR reserves the right to re-evaluate these interpretations and conclusions based
19

FN Piedmont Lithium I Geotechnical Engineering Report
Limitations
upon observations of the conditions. In the event changes are made in the proposed construction
plans, the information presented in this report shall not be considered valid unless reviewed by
HDR and conclusions of this report modified or verified in writing.
20

APPENDIX A:
Subsurface
Exploration Data

❑ D
i a
o 0
0
8 WETLAND AREA
O O
C23 0 0.06 ACRES
o a F <
� 300'SETBACK
7 7PC31
p SCREENING BERM
—
PC29 PC32 ,� F a
Pc35 SOLAR FARM _ I =_
o ` J
LANT AREA ENTRANCE
PC37 PpCc338g
PC39 PC82 C51 PC96 O C
C30 \Q
o
CONCENTRATE PLANT AND PC52 0 �
INDUSTRIAL MINERALS PLANT
PC79 SEE APPENDIX B NAD-83 In
Q ♦ o ° o °o O NC-SPCS
� LANT AREA ENTRAN<;E uj
PC53
it Q ROM PAD � PC81 \ ENTRANC\ \ANTE \ �� B
'/~ '�� DELINEATED WETLAND_:; ENCE 6 FEET HIGH
fHIUM HYDROXIDE CONVERSION PLAN 'tom \ ,
J '_ 'L�+! 1 0
SEE APPENDIX C / •''
WATER INTAKE
(final alignment to be hh qq
/'+ p determined) ` •"V"". � • Cy NEAREST OCCUPIEgG95
PC 14 -�(;I, PC78 BERM FOR RCN PAD '
' PC45 DWELLING °
06 EPHZIBAH CH RCH RD. 1,o2s n. P 94
o 'er PC80 ., T%� CLOSED
CPC I
PC44 - , :� 87o.o UD-4 PhC8 PC54
WETLAND A.
0.11 ACRES Pc7 _�,`_ .� / 6 NORTH PIT
r300'SETBACK M ;: STREAM CROSSING NO. 1 -PC55
SEE APPENDIX D
100'SETBACK CONCENTRATE PLANT/CONVERSION PLANT ti/� k -PC92 / ❑
CONDITIONAL SETBACK(TYP) \ '
EXISTING CEMETERY SITE-,-----,--,
ITE PC43 CONVEYOR ACCESS ROAD NO.1
it
•••RC 7 �\ PLANT �[ -PC87 -PC93 / '>
MAINTENANCE YARD Q� \\ TRANCE/yJ P G NORTH PIT CONVEYOR ACCESSr
50'CEMETERY SITE BUFFER V Ir V ROAD
� 5 p �� ,oy NEAREST OC UPIED
''1 RC21 r(dNHAULRDAD \.k SQL ° DWELLIN e
`C EMULSION STORAGE AND PC46 r� r j —
BULK TRUCK PARKING PC59"
00'Pool AREA ACCESS D / ���� ° �� 385 ft. �PC9O /
GT21_3 ti
GT21,a,�2-
/ ` , * �``� PC88 LOCKING GATE — z5foo GT21_21 $C97
1 6 .�
7:�'
^ 100'SETBACK ' , o RC213PC9PC84 RC�,=
PC10 ' _ �. �� � (�� y l � NORTH PITHAULR C1OO
— / o � l�� sto WHITESIDES ROAD CROSSING"" RC85
WETLAND AREA ---- - i _ _ ; - B WASTE ROCK PILE '.� , ` GT21 4 ' o i_
' P
�` � OAD I�
LINE(TYP) 1.13 ACRES PC$ B\,; -- -) - �:, ;% -- ;% SEE APPENDIXB - .i�� `• — PC58 �PC89 �' $
i � \9
/
nn
100 YEAR FLOOD ZONE `WETLAND AREA 7 •`' �. ./C7 121_25 /� o / P�`�`�
' �.�-� i L 1.53 ACRES •.� *' PC62 PC57 V / B� c P
PC7' oB1 I $ _ 4D_
C116 1 - l fi ` 2 i Pr
_ i �` GT21_27
_ . _ ./ B iy
PC � I � _�,�- --- .��>, _ .I zit " l � � `�•, y" ' - .��' `;.P 60
• � i
Y GT21'24.._ �\ / o�r WEST PIT
U D-5 `
PC5 UD-3i!I ``"J o ,
T21� '` C SEE APPENDIX D
A '_ GT21_1 ? -.�v J`'� aOU�ds'nee�3�o,33,�aDem PC61 y
f — _.._.._.. I .� � _10+ � GT2.1 31 ; )� Q lii
EMULSION STORAGE •,�� � TOPSOIL
/J
AND BULK TRUCK PARKING ,_J �' x vI �• ' ,`� f %!i` � ' �� �� STORAGE PILE \
J MAGAZINE LOCATION 66'
AREA SEE APPENDIX B i,. ! oo : ! �i�
PC2 PC 47 j .�. .-- 21. ./ �� II r solDo ���-Q� =Q'� '/� SEE APPENDIX B PC101
CONCENTRATE PLANT/CONVERSION PLANT PC75 , �;.. GT2� '28
N / ` SOUTH PIT CONVEYORACCESS
CONVEYOR ACCESS ROAD NO.2 � � _ A' c
o / �•I .% t• I ROAD k ��
�s7 ' l 1 y
PC4 / �' ` I GT2 I r MAIN HAUL ROAD �/ �_ //
1090 X
651 � � �
af
Oo o PC7 --- _ -- �.._.. --C 65 -- _ GT21, 2,2� r . I
p o SCJ t G =U \ / e �6e� — -- - ~_&T2t-33----+-eo#oo 1 �Q
, B ILA I m 1
Gk1_11 ` / % RC EAST PIT AND TOPSOIL PILE
GT21_15 I O�Po HAUL ROAD(SHEET 6or33) O
PC66 % I $ C I
�. •�. % i'. �. SOUTH PIT HAUL ROAD 1
RC21 9
PC73 - GT21_20 �� PC114 C21_10 m� '/,
STR M CROSSING NO. ') PC103
GT21►_19 G1�1_13'4 318' EXISTING STREAM CROSSING r
WASTE ROCK PILE
ADJACENT PROPERTY OWNERS ENTRANCE
O /
�)472 PC71 NEAREST CCUPIED DWELLING GT21_17
318 ft. /
� PC113
Av-r'"
LOCKING GATE JZ�
��^ + SOUTH PIT �
SEE APPENDIX D
0
I(
Z rn M
0
PC69 PC68 / cn W N N 0_
w w w
\ \ \ i Z
o a
0 C104 PC105 0 0 o\o Q \
Z v)
o PROPOSED BERM EAST PIT GTA_20 uj Z Z UJ w w Z
SEE APPENDIX D w = Q 0 J
P�0671010101010 � w
;4i
0
0
;,1D
J
o 6p
MINE PIT CONSTRUCTION SEQUENCE PC112 / Q Lu
SEE NOTES _ GT21_I�, b 1 z �
a v% O = a z
PC108 ~ a
J
� z z a
0 o ASTINGS RD. F
CLOSED _ = z W
PC111 LOCKING GATE o Z
� 1 J � � J
LEGEND F- V a
BORING SAMPLE LOCATION Z Z F_
2 O
o AERIAL TOPOGRAPHY = 2 FT. CONTOURS Q
HEPHZIBAH CHURCH RD. AERIAL MAPPING DATED JANUARY 2021 LLI Q
CLOSED (PRIVATE AND EMS o o AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, ZINC. � 0
a o u SOUTHERN ENTRANCE) PC110
0
LOCKING GATE
O NEAREST OCCUPIED o AERIAL VIEW
DWELLING
378 ft.
0 500 1000 1500 SHEET NUMBER
2OF2
SCALE 1"=500'

z =
Z
H
1100CRFF=. - 10C10.01100 O J
PROPOSED GRADE
PHASE II
?j Qw
H
i 3�.w 20 ft. Bench (typical) LU
�� �U)0
1000 I I Lu .7 1000
I� IZ PROPOSED GRADE
PHASEI
CC ROA BERM I cwi� '` I
IW jQ
I� loo
Z 1%
jw
U
IU
ROAD DITCH I GT21_13 10
900 I ti 900
GT21 28 'a
CONCENTRATE PLANT/CONVERSION PLANT GT21 11 2 DIVERSION U
CONVEYOR ACCESS ROAD NO. 1 I GT21 2 — — 7 DITCH DA-19 I w
15 3 I�
w
10 9 7 EXISTING GRADE 11 1 7 3 l z
g 15
101 6 7 1610 9 5
50/0.1 9 6 7 9 5 7 4 3
19 5
50/0.1 50/0.3 R 1713
19 5 6 1 6 DIVERSION DITCH BERM#19
800 50/0.1 7 7 7 800
50/0.1 13 g
ROA DITCH 50/0.0 R
16 1 103 7 �
3 19 1
3 50/0.2
Z I 39 31 50/0.4 8$ I
i I 50/0.3 4 50/0.4 39
i I 50/0.1 6 4 9 0
z I 50/0.5 56 50/0.2 42 w :N
z I 50/0.2 50/0.4 50/0.2 50/0.3 i m
i
50/0.0
700 R R 700
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 0
6
z
WASTE PILE CROSS SECTION A-A'
SCALE: 1" = 100'
VE = 1:2
V)
z
N 0
O
ON
U
J \ N 0_
U LEI :2 00 Q 3
O
z
p ..
Ld Ld U O
0 U LLI Li J � z
cn a w Q 0 J
LLI 0_ 2 Q U of
0 in U 0 N 0_ L�
J_
Q
V Q H
Z JW
p
Q R Z
O
z Q
J
v w
W ~ c W
LEGEND Q
V O
®USCS Silt [Ell USCS Silty Sand ®Weathered Rock ®USCS Elastic Silt ®US Low Plasticity Z O W
C
U
®USCS High Plasticity �
Clay V �
H Z _ O
J = a
O a
z v �
O p O
w QLLJ
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my PROFILE VIEW
knowledge and belief and that I am a duly
licensed Professional Engineer under the SHEET NUMBER
laws of the State of North Carolina. 0 100 200 300
(Signature)
Date: 3 OF 34
SCALE 1"=100'

Z ::,
oH
f
0
W
ROAD DITCH
1100 ROAD BERM — CREST EL. P - 1100
CREST L. PHASE I = 1068.0
20 ft. Bench (typical)
PROPOSED GRADE
PHASE II '�
1000 1000
A PROPOSED GRADE ?
PHASE
900 900
- - - _
18 GT21 28
10 - GT21_24
11 9 ° 8 10 8 3�
6 7 EXISTING GRADE 7 GT21 9 14 34
6 7 GT21 10
11 68 8
11 4 Ar;nln
7 758g O j4 91474o
13 'wQ171800 138 -
R I- 50/0.1 6 1 3 800
I�� j m 50/0.0 50/0.1 4 6 1011 13 13 3
�w IU R 7 1 14 710
U)Q I 61 650/ 500.4 0
w I� 1 60 3 50/0.3 50/0.4 Z
50/0.4 36 I z I Q 1 16 58 R
50/0.0 R I— j 1 g 1 50/0.4
50/0.4
j j U 3 50/0.3 50/0.3
3
� °13 50/0.2 50/0.0 R
LU
700 I I z 38 40 700
I 48 66
I 3 69 I
50/0.4 I c?
423 IC0
j 50/0.4 j z
50/0.3 I Q
I j R
m
j Iw V)
N 0) O
I I IW w 0 o w
600 _ 600 o J 3 � N CL Of
U W M co Q 3
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00
0
z
o ..
W U O
C, U Uj J � Z
WASTE PILE CROSS SECTION B-B' w Q
SCALE: 1" = 100'
VE = 1:2
J_
Q
V Q H
Z JW
p
Q R Z
O
z Q P
J
v w
W ~ c W
LEGEND Q CQ
V O
®USCS Silt ®USCS Silty Sand ®Weathered Rock ®USCS Elastic Silt ®US Low Plasticity Z O W
C
U
®USCS High Plasticity �
Clay V �
H Z LLI O
J =O a a
z v �
O p O
w QLLJ
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my PROFILE VIEW
knowledge and belief and that I am a duly
licensed Professional Engineer under the SHEET NUMBER
laws of the State of North Carolina. 0 100 200 300
(Signature)
Date: 3 OF 34
SCALE 1"=100'

SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
CLEAN CJ O CD - WELL-GRADED GRAVELS,GRAVEL-
GRAVEL GRAVELS 0 0GW SAND MIXTURES, LITTLE OR NO
AND FINES
GRAVELLY �- -
SOILS � POORLY-GRADED GRAVELS,
(LITTLE OR NO FINES) ♦ . • GP GRAVEL-SAND MIXTURES, LITTLE
OR NO FINES
COARSE
GRAINED GRAVELS WITH OF COARSEE GM SILTY GRAVELS,GRAVEL-SAND-
SOILS MORE THAN FINES SILT MIXTURES
FRACTION
RETAINED ON NO.
4 SIEVE (APPRECIABLE GC CLAYEY GRAVELS,GRAVEL-SAND-
AMOUNT OF FINES) CLAY MIXTURES
CLEAN SANDS SW WELL-GRADED SANDS,GRAVELLY
MORE THAN 50% SAND • • • • SANDS,LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY
NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES) . . • SP GRAVELLY SAND,LITTLE OR NO
• • • • FINES
SANDS WITH SM SILTY SANDS,SAND-SILT
MORE THAN 50% FINES MIXTURES
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE (APPRECIABLE SC CLAYEY SANDS,SAND-CLAY
AMOUNT OF FINES) MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS,ROCK FLOUR,SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY
GRAINED CLAYS LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY CLAYS,
SOILS LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS,MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO.200 SIEVE
SIZE SILTS
AND LIQUID LIMIT INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN50 CH PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
OH HIGH PLASTICITY,ORGANIC SILTS
HIGHLY ORGANIC SOILS PT PEAT, HUMUS,SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Density and Consistency
Sands and Gravels Silts and Clays
No. of Relative No. of Relative
Blows,N Densi Blows,N Densi
0 - 4 Very loose 0 - 2 Very soft
5 - l 0 Loose 3 - 4 Soft
11 - 30 Medium dense 5 - 8 Firm
31 - 50 Dense 9 - 15 Stiff
Over 50 Very dense 16 -30 Very stiff
31 - 50 Hard
Over 50 Very hard
Particle Size Identification
(Unified Classification System)
Boulders: Diameter exceeds 8 inches
Cobbles: 3 to 8 inches diameter
Gravel: Coarse- 3/4 to 3 inches diameter
Fine -4.76 mm to 3/4 inch diameter
Sand: Coarse-2.0 mm to 4.76 mm diameter
Medium-0.42 mm to 2.0 mm diameter
Fine -0.074 mm to 0.42 mm diameter
Silt and Clay: Less than 0.07 mm(particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil
sample.
Approximate Field Moisture
Content Modifiers Description
Saturated: Usually liquid; very wet, usually
<_ 5%: Trace from below the groundwater table
5%to 12%: Slightly silty, slightly clayey, Wet: Semisolid; requires drying to attain
slightly sandy optimum moisture
12%to 30%: Silty,clayey,sandy Moist: Solid; at or near optimum moisture
30%to 50%: Very silty,very clayey,very Dry: Requires additional water to attain
sandy optimum moisture

PAGE: 1 of 2
BORING NO.: GT21_1
JOB NO.: 10292406 DATE: 9/27/2021-9/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604982.43000 EASTING: 1311200.04000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 856.0 ft
COMPLETION DEPTH: 88.9 WATER TABLE IMMEDIATE: WATER TABLE 24hr:50.0 ft
D SLU
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m � J o (n Uo w d z'a �(D
H O O Uz dN pew Lo< o W m m
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J z !n U U)
Red and brown,elastic SILT(MH),very 7-9 11
stiff,moist(RESIDUUM)
(20)
3.5 852.5
Brown,white,and tan,silty SAND(SM), 6-4-4(8)
e.o x loose,moist
1-3-2(5)
8.5 ______ ____ 847.5
Orange,tan,and black,sandy SILT(ML), 2-3-3(6)
10.0 x firm,wet
2-2-4(6)
15.0
18.5 ______________ 837.5
Orange,tan,and white,silty SAND(SM), 2-2-4(6)
20.o micaceous,loose to very dense,wet
2-3-3(6)
25.0
2-3-4(7)
30.0
2-2-4(6)
35.0
2-3-6(9)
40.0
2-4-7
45.0 x (11)
4-5-9

PAGE: 2 of 2
BORING NO.: GT21_1
JOB NO.: 10292406 DATE: 9/27/2021-9/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604982.43000 EASTING: 1311200.04000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 856.0 ft
COMPLETION DEPTH: 88.9 WATER TABLE IMMEDIATE: WATER TABLE 24hr:50.0 ft
D SLu
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo 9 w(D 0-Z'a �C~7
H O O cnZ dN 0 �Q— o W m m
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
5-6-9
55.0 x (15)
11-16-15
60.0 x (31)
8-19-26
65.0 x (45)
12-17-25
70.0 x (42)
17-24-45
75.0 (69)
n.o 779.0
Gray,brown,WEATHERED ROCK(WR)
25-49-
80.0 50/0.3
(50/0.3)
50/0.4
85.0 (50/0.4)
sss 767.1 50/0.4
90.0 Boring Terminated at 88.9'in (50/0.4)
WEATHERED ROCK(WR)
95.0
Rig chatter encountered at 77.0 ft.

PAGE: 1 of 1
BORING NO.: GT21_2
JOB NO.: 10292406 DATE: 9/29/2021-9/29/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605193.33000 EASTING: 1311915.52000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 841.7 ft
COMPLETION DEPTH: 24.3 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D SLU
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m � J o (n Uo w d z'a �(D
H O p Uz dN o�iz LoQ" o W m m
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J z U U)
Red and brown,elastic SILT(MH),very
stiff,moist(RESIDUUM) 6-8-9
(17)
3.5 ----------------- 838.2
Red,black,and yellow,silty SAND(SM), 6-5-5
5.0 micaceous,loose,wet (10)
2-5-4(9)
2-2-4(6)
10.0
13.0 828.7
Gray and brown,WEATHERED ROCK 50/0.1
15.0 - (WR) (50/0.1)
50/0.1
20.0  (50/0.1)
24 3 817.4 41-50/0.3
25.0 Boring Terminated at 24.3'in (50/0.3)
WEATHERED ROCK(WR)
30.0
35.0
40.0
45.0

PAGE: 1 of 2
BORING NO.: GT21_4
JOB NO.: 10292406 DATE: 10/6/2021-10/7/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605630.42000 EASTING: 1312670.52000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 854.9 ft
COMPLETION DEPTH: 67.0 WATER TABLE IMMEDIATE: WATER TABLE 24hr:43.0 ft
D SLU
E Y A C9> w � HW >_° o 0
M x Zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o (n a w d z'a �(D
H O O cnz_ dN pew Lo< o W m m
L o 0
( ) E to O d o o z NO �� U U
ft. L a
S —� O�
Depth Elevation J Z U U)
Red and brown,elastic SILT(MH),stiff,
moist(RESIDUUM) 8-6-7
(13)
8-5-6
5.0 77 (11)
Orange,purple,and white,silty SAND 2-3-4(7)
(SM),loose to very dense,moist to wet
2-4-6
10.0 77 (10)
2-4-7
15.0 x (11)
3-4-6
20.0 x (10)
2-2-4(6)
25.0
2-3-5(8)
30.0
3-3-3(6)
35.0
2-3-5(8)
40.0
3-3-5(8)
45.0
11-22-50

PAGE: 2 of 2
BORING NO.: GT21_4
JOB NO.: 10292406 DATE: 10/6/2021-10/7/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605630.42000 EASTING: 1312670.52000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 854.9 ft
COMPLETION DEPTH: 67.0 WATER TABLE IMMEDIATE: WATER TABLE 24hr:43.0 ft
D SLu
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo 9 w(D 0-Z'a �C~7
H O O cnZ dN 0 �Q— o W m m
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
12-9-20
55.0 x (29)
57.0 7s7.s
Dark gray and white,WEATHERED ROCK
(WR) 50/0.2
60.0 (50/0.2)
sz.o ----------------- sz.s
Gray,tan,and brown,silty SAND(SM),
dense,moist to wet(RESIDUUM) 8-17-16
65.0 (33)
66.5 788.4
67.0 Dark gray and white,WEATHERED ROCK 787.s 50/0.0
WR (50/0.0)
Tricone refusal at 67.0'on CRYSTALLINE
70.0 ROCK(CR)
75.0
Hard drilling encountered at 66.5 ft.
80.0
85.0
90.0
95.0

PAGE: 1 of 2
BORING NO.: GT21_7
JOB NO.: 10292406 DATE: 9128/2021-9/28/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604106.52000 EASTING: 1311045.72000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.5 ft
COMPLETION DEPTH: 98.0 WATER TABLE IMMEDIATE: WATER TABLE 24hr:28.9 ft
D S
E Y A � C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Cn Uo w(D 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; w 0 O0 U U
S Depth Elevation <n U cn
Red and brown,elastic SILT(MH),
micaceous,very stiff,moist(RESIDUUM) 6-10-14
(24)
3. _ 666.0
Tan,brown,and orange,silty SAND(SM), 6-6-7
5.0 x loose to dense,moist to wet (13)
2-3-5(8)
77 2-3-4(7)
10.0
2-2-4(6)
15.0
2-2-3(5)
20.0
1-3-2(5)
25.0
1-2-2(4)
30.0
2-3-4(7)
35.0
2-4-7
40.0 x (11)
2-4-7
45.0 x (11)
2-5-8

PAGE: 2 of 2
BORING NO.: GT21_7
JOB NO.: 10292406 DATE: 9128/2021-9/28/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604106.52000 EASTING: 1311045.72000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.5 ft
COMPLETION DEPTH: 98.0 WATER TABLE IMMEDIATE: WATER TABLE 24hr:28.9 ft
D S
E Y A � C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Cn Uo w(D 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; 5 w 0 O0 U U
S Depth Elevation <n U cn
3-6-9
55.0 x (15)
3-6-10
60.0 x (16)
3-10-9
65.0 x (19)
4-7-7
70.0 x (14)
2-2-4(6)
75.0
3-5-6
80.0 x (11)
5-14-20
85.0 x (34)
11-11-18
90.0 77 (29)
92.0 777.5
WEATHERED ROCK(WR), No recovery
50/0.1
95.0 S (50/0.1)
98.0 771.5
Tricone refusal at 98.0'on CRYSTALLINE 50/0.0
ROCK CR (50/0.0)

PAGE: 1 of 2
BORING NO.: GT21_8
JOB NO.: 10292406 DATE: 9/24/2021-9/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604278.66000 EASTING: 1311859.89000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 884.9 ft
COMPLETION DEPTH: 75.6 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D SLU
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m � J o (n a w d z'a �(D
H O O cnz_ dN pew Lo< o W m m
L o 0
( ) E to O d o o z NO �� U U
ft. L a
S —� O�
Depth Elevation J z U U)
Red,brown,and tan,elastic SILT(MH)very
stiff to stiff,moist(RESIDUUM) 9-8-10
(18)
9-8-9
5.0 (17)
3-4-6
(10)
s.s ___ ___ a7s.a
10.0 Tan and red,sandy SILT(ML),firm, moist 2-2-4(6)
135 ______________ 871.4
Tan,brown,and orange,silty SAND(SM), 3-4-6
15.0 x micaceous,loose to dense,wet (10)
3-4-6
20.0 x (10)
3-3-5(8)
25.0
2-3-4(7)
30.0
2-3-5(8)
35.0
2-2-4(6)
40.0
2-3-5(8)
45.0
3-5-6

PAGE: 2 of 2
BORING NO.: GT21_8
JOB NO.: 10292406 DATE: 9/24/2021-9/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604278.66000 EASTING: 1311859.89000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 884.9 ft
COMPLETION DEPTH: 75.6 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D SLu
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo 9 w(D 0-Z'a �C~7
H O O cnZ dN o�iz �Q— o W m m
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
4-5-9
55.0 x (14)
8-10-21
60.0 x (31)
7-10-13
65.0 x (23)
8-11-14
70.0 x (25)
4-7-10
75.0-1 71.1) 809.9 (17)
'S6 WEATHERED ROCK WR , No recovery 809.3 50/0.1
Tricone refusal at 75.6'on CRYSTALLINE (50/0.1)
ROCK(CR) 50/0.0
(50/0.0)
80.0
Hard drilling encountered at 75.0 ft.
85.0
90.0
95.0

PAGE: 1 of 4
BORING NO.: GT21_9
JOB NO.: 10292406 DATE: 8/20/2021-8/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604620.88000 EASTING: 1312950.33000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 834.2 ft
COMPLETION DEPTH: 174.3 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 17.0 ft
D SLLJ
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m U) M H o (nUo w(D d Z'a �(D
H O O cnZ dN oU)iz LoQ— o W m m
L o 0
(ft.) L E �1 d o o w 0 O0� U U
S Depth Elevation J Z U U)
Red and orange,elastic SILT(MH),firm to 2-3-5(8)
77 very stiff,moist(RESIDUUM)
8-11-14
5.0 (25)
6-9-15
(24)
5-5-9
10.0 (14)
2-3-4(7)
15.0
18.5 _ ___ 815.7
Tan,brown,and white,sandy SILT(ML), 2-2-4(6)
20.0 x firm,moist
23.5 ___ _ 81C.7
Tan,brown,and white,silty SAND(SM), 2-1-3(4)
25.0 x saprolitic,very loose to very dense,wet
2-3-3(6)
30.0
2-2-3(5)
35.0
2-2-2(4)
40.0
2-2-4(6)
45.0
2-3-4(7)

PAGE: 2 of 4
BORING NO.: GT21_9
JOB NO.: 10292406 DATE: 8/20/2021-8/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604620.88000 EASTING: 1312950.33000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 834.2 ft
COMPLETION DEPTH: 174.3 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 17.0 ft
D SLLJ
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo w(D d Z'a �C~7
H O O cnZ dN 0 �Q— o W m m
L o 0
(ft.) L E a d o o � � w 0 O0� U U
S Depth Elevation J Z U U)
1-3-3(6)
55.0
2-2-4(6)
60.0
3-6-11
65.0 x (17)
2-4-7
70.0 (11)
3-5-7
75.0 (12)
5-8-13
80.0 x (21)
5-7-9
85.0 x (16)
5-9-10
90.0 x (19)
6-8-9
95.0 x (17)
5-9-14

PAGE: 3 of 4
BORING NO.: GT21_9
JOB NO.: 10292406 DATE: 8/20/2021-8/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604620.88000 EASTING: 1312950.33000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 834.2 ft
COMPLETION DEPTH: 174.3 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 17.0 ft
D SLLJ
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m U) M o (nUo w(D d Z'a �(D
H O O cnZ dN oU)iz LoQ— o W m m
L o 0
(ft.) L E �1 d o o w 0 O0� U U
S Depth Elevation J Z U U)
13-17-20
105.0 (37)
4-9-11
110.0 x (20)
5-5-8
115.0 (13)
14-21-24
120.0 x (45)
8-15-25
125.0 x (40)
8-18-20
130.0 x (38)
15-27-39
135.0 x (66)
15-25-23
140.0 x (48)
36-34-35
145.0 x (69)
12-17-18

1111111M)l
— PAGE: 4 of 4
BORING NO.: GT21 9
JOB NO.: 10292406 DATE: 8/20/2021-8/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604620.88000 EASTING: 1312950.33000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 834.2 ft
COMPLETION DEPTH: 174.3 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 17.0 ft
v 'D S S j , u1
A Cn Lu w >8
a oEY zw z = U 0
M M x z ou U)
w U)ow0-Z' w
T p DESCRIPTION OF MATERIALS P (D �
=w Lup L O dNH ¢ cn LoQ
j(ft.) L E m U U
S Depth Elevation J Z C) U On
1 s4.0_________________ 680.2 27-
155.0 White,brown,and pink,WEATHERED 50/0.4
ROCK(WR) (50/0.4)
s�.o----------------- sn.z
Brown and white,silty SAND(SM),dense,
wet(RESIDUUM) 10-14-18
160.0 x (32)
7-16-26
165.0 x (42)
169s 664.7 13-33-
170.0 Brown and white,WEATHERED ROCK 50/0.4
(WR) (50/0.4)
174.3 659.9 47-50/0.3
175.0 Boring Terminated at 174.3'in (50/0.3)
WEATHERED ROCK(WR)
180.0
185.0
190.0
195.0

PAGE: 1 of 2
BORING NO.: GT21 10
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604971.39000 EASTING: 1313451.54000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 807.0 ft
COMPLETION DEPTH: 49.4 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S j U)
A Cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Dark brown and gray,sandy CLAY(CL), 7-8-10
very stiff to stiff,dry to wet(RESIDUUM)
(18)
10-10-13
5.0 (23)
4-5-8
(13)
3-5-8
10.0 (13)
13.5 793.5
Dark brown,sandy SILT(ML),soft to firm, 1-1-2(3)
15.0 wet
2-2-5(7)
20.0
23.5 783.5
White,silty SAND(SM)with rock 4-5-5-
25.0 x fragments,saprolitc,loose to medium (10)
dense,wet
9-15-13
30.0 (28)
34.0 773.0 9-50/0.5
35.0 White WEATHERED ROCK(WR) (50/0.5)
40-15-
40.0 50/0.4
(50/0.4)
32-50/0.3
45.0 (50/0.3)
49.4 7s7.s 39-50/0.4

PAGE: 2 of 2
BORING NO.: GT21_10
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604971.39000 EASTING: 1313451.54000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 807.0 ft
COMPLETION DEPTH: 49.4 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � C9> w � HW >_° o 0
M x Zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w a Z'a �
H O O UZ dN 0 �Q— o W m m
L 0 0
E to O d o o j w NO �w U U
ft. L a
S —� O�
Depth Elevation J Z U U)
Boring Terminated at 49.4'in
WEATHERED ROCK(WR)
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 4
BORING NO.: GT21_11
JOB NO.: 10292406 DATE: 10/4/2021-10/5/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604057.20000 EASTING: 1312385.81000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.6 ft
COMPLETION DEPTH: 158.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 13.1 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o Cn Uo w(D 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; w 0 O0 U U
S Depth Elevation <n U cn
Red and brown,elastic SILT(MH),very 7_10-13
stiff,moist(RESIDUUM)
(23)
3. 666.1
Tan,brown,and gray,silty SAND(SM), 15-16-12
5.0 loose to dense,micaceous,moist to wet (28)
4-5-6
(11)
3-4-6
10.0 77 (10)
3-2-5(7)
15.0
2-3-4(7)
20.0
5-5-5
25.0 x (10)
3-7-9
30.0 x (16)
2-3-4(7)
35.0
2-2-3(5)
40.0
6-8-11
45.0 x (19)
2-2-4(6)

PAGE: 2 of 4
BORING NO.: GT21_11
JOB NO.: 10292406 DATE: 10/4/2021-10/5/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604057.20000 EASTING: 1312385.81000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.6 ft
COMPLETION DEPTH: 158.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 13.1 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Cn Uo w(D 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; 5 w 0 O0 U U
S Depth Elevation <n U cn
2-2-4(6)
55.0
2-2-3(5)
60.0
2-3-4(7)
65.0
2-3-4(7)
70.0
4-5-8
75.0 x (13)
3-4-8
80.0 x (12)
3-8-13
85.0 x (21)
3-6-10
90.0 x (16)
3-8-11
95.0 x (19)
4-9-26

PAGE: 3 of 4
BORING NO.: GT21_11
JOB NO.: 10292406 DATE: 10/4/2021-10/5/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604057.20000 EASTING: 1312385.81000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.6 ft
COMPLETION DEPTH: 158.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 13.1 ft
D S
E Y A � — C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Cn Uo w(D 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; w 0 O0 U U
S Depth Elevation <n U cn
5-9-14
105.0 x (23)
6-12-19
110.0 x (31)
6-11-20
115.0 x (31)
8-16-23
120.0 x (39)
124.0———— —— L45.6 26-50/0.3
125.0 Tan and white,Weathered Rock(WR) (50/0.3)
127.0 — 742.6
Gray and white,silty SAND(SM),dense,
wet(RESIDUUM) 10-19-23
130.0 (42)
133.5 736.1
Light tan,WEATHERED ROCK(WR) 50/0.1
137.0 --- 732.6
Gray and white,silty SAND(SM),very
dense,wet(RESIDUUM) 11-22-34
140.0 (56)
19-22-34
145.0 (56)
1470 722.6
Grey and white,WEATHERED ROCK
(WR) 33-50/0.5

— PAGE: 4 of 4 1111111M)l
BORING NO.: GT21 11
JOB NO.: 10292406 DATE: 10/4/2021-10/5/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604057.20000 EASTING: 1312385.81000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 869.6 ft
COMPLETION DEPTH: 158.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 13.1 ft
D S S N w'U)
A Cn Lu �_ (�j w a w >_8 a o
E Y M �x zw z�x zo U)= U o
P M DESCRIPTION OF MATERIALS J P w U)o Q w(D 0-Z'u w( af
P _
H O L O ¢Z dN oc=nw �Q a o Lu m
(ft.) L E ct) C1 a a o � U U
`S Depth Elevation J Z U) U
15-27-
155.0 50/0.4
(50/0.4)
158.7 710.9 50/0.2
160.0 Boring Terminated at 158.7'in (50/0.2)
WEATHERED ROCK(WR)
165.0
Hard drilling encountered at 147.0 ft.
170.0
175.0
180.0
185.0
190.0
195.0

PAGE: 1 of 3
BORING NO.: GT21_13
JOB NO.: 10292406 DATE: 8/26/2021-8/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.12000 EASTING: 1312640.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 851.9 ft
COMPLETION DEPTH: 143.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 10.9 ft
D S
E Y A � — C9> w � HW >_° o 0
M x Zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o (na w(D a Z'a �
H O O cnZ dN o�iz �Q— o W m m
L 0 0
( ) E to O d o o j NO �W U U
ft. L a
S —� O�
Depth Elevation J Z U U)
Red and brown,sandy SILT(MH),soft to
stiff,moist(RESIDUUM) 1-1-2(3)
4-7-8
5.0 (15)
5-4-5(9)
8.5 ________ ___ 843.4
Red,orange,and black,elastic SILT(MH), 1-2-3(5)
10.0 firm to soft,wet
15.0
2-1-3(4)
20.0
23.5 _________________ 828.4
Tan,orange,and white,silty SAND(SM), 2-2-3(5)
25.0 loose to medium dense,wet
2-2-3(5)
30.0
3-6-5
35.0 x (11)
3-6-6
40.0 x (12)
2-3-3(6)
45.0
2-3-4(7)

PAGE: 2 of 3
BORING NO.: GT21_13
JOB NO.: 10292406 DATE: 8/26/2021-8/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.12000 EASTING: 1312640.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 851.9 ft
COMPLETION DEPTH: 143.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 10.9 ft
D S
E Y A � — C9> w � HW >_° o 0
M x zw zwm zo �= U o
TB P DESCRIPTION OF MATERIALS m J o (na w(D d Z'a �
H O O cnZ dN o�iz �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 W U U
S Depth Elevation J Z U U)
3-3-5(8)
55.0
6-9-11
60.0 x (20)
3-8-9
65.0 x (17)
3-4-9
70.0 x (13)
2-3-4(7)
75.0
3-8-12
80.0 (12)
sa.o 767.9 18-50/0.2
85.0 White,WEATHERED ROCK(WR) (50/0.2)
s7.0 ————————————————— Lo4.s
White,silty SAND(SM)with few rock
fragments,saprolitic,very dense,moist 19-36-45
90.0 (RESIDUUM) (81)
94.0 757.9 37-50/0.4
95.0 White,WEATHERED ROCK(WR) (50/0.4)
97.o ————————————————— aa.s
White and gray,silty SAND(SM)with few
rock fragments,saprolitic,very dense, 13-22-56
moist(RESIDUUM)

PAGE: 3 of 3
BORING NO.: GT21_13
JOB NO.: 10292406 DATE: 8/26/2021-8/27/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.12000 EASTING: 1312640.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 851.9 ft
COMPLETION DEPTH: 143.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 10.9 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o (na w(D d Z'a �
H O O cnZ dN o�iz �Q- dW m m
L 0 0
(ft.) L E � G� d o o w 0 W U U
S Depth Elevation J Z U U)
103.5 - 748.4
Light tan,WEATHERED ROCK(WR) 50/0.4
105.0 - (50/0.4)
107.0________ ___ 744.9
Brown,tan,and white,silty SAND(SM),
medium dense to dense,moist 14-18-21
110.0 x (RESIDUUM) (39)
8-13-16
115.0 x (29)
10-19-26
120.0 x (45)
12-18-24
125.0 77 (42)
127.0 724.9
Light tan,white,and dark gray,
WEATHERED ROCK(WR) 50/0.2
130.0 (50/0.2)
50/0.3
135.0 (50/0.3)
50/0.2
140.0 (50/0.2)
143.5 708.4
Boring Terminated at 143.5'on 50/0.0
145.0 CRYSTALLINE ROCK(CR) (50/0.0)
Hard drilling encountered at 127.0 ft.

PAGE: 1 of 3
BORING NO.: GT21 15
JOB NO.: 10292406 DATE: 8/13/2021-8/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603996.93000 EASTING: 1313246.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 861.2 ft
COMPLETION DEPTH: 118.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr:DRY,Cave-in @ 41.2 f
D SLU
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m � J o Uo 9 w(D 0-Z'a �(D
H O O cnZ dN 0 �Q— o W m a
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
Tan and orange,sandy SILT(ML),stiff,
moist(RESIDUUM) 2-4-5(9)
3.5 ______________ 857.7
Orange,tan,and white,silty SAND(SM), 3-4-5(9)
5.0 x loose,wet,micaceous,saprolitic
2-2-3(5)
2-3-3(6)
10.0
5-4-4(8)
15.0
2-3-4(7)
20.0
2-3-3(6)
25.0
2-2-3(5)
30.0
2-2-3(5)
35.0
2-2-3(5)
40.0
2-2-5(7)
45.0
2-3-6(9)

— PAGE: 2 of 3 1111111M)l
BORING NO.: GT21 15
JOB NO.: 10292406 DATE: 8/13/2021-8/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603996.93000 EASTING: 1313246.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 861.2 ft
COMPLETION DEPTH: 118.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr:DRY,Cave-in @ 41.2
D S S v, w'N
A Cn Lu H (�j w a H w >_8 a o
E Y M Hx zw z�x zo U)= U 0
T M p DESCRIPTION OF MATERIALS J �w o Q w(D 0-Z'u w 0
H p L O ¢Z dN oc=nw LoQ a o Lu
(ft.) L E C1 a a o j U U
S Depth Elevation J Z U) U Cn
3-4-6
55.0 (10)
2-3-6(9)
60.0
2-4-6
65.0 x (10)
2-4-6
70.0 (10)
74.0 787.2 30-50/0.4
75.0 Tan,white,and brown,WEATHERED (50/0.4)
ROCK(WR)
17-30-
80.0 50/0.4
(50/0.4)
82.0 _________________ %2
Orange,brown,and tan,silty SAND(SM),
medium dense,wet(RESIDUUM) 4-7-11
85.0 x (18)
ss.s 771.7 22-45-
90.0 50/0.4
Dark gray and tan,WEATHERED ROCK(WR) (50/0.4)
92.0 _________________ 769.2
Tan,white,and gray,silty SAND(SM),very
dense,wet(RESIDUUM) 12-22-49
95.0 (71)
99.0 76z.z 28-50/0.5

PAGE: 3 of 3
BORING NO.: GT21 15
JOB NO.: 10292406 DATE: 8/13/2021-8/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603996.93000 EASTING: 1313246.74000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 861.2 ft
COMPLETION DEPTH: 118.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr:DRY,Cave-in @ 41.2 f
D S
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo 9 w(D 0-Z'a �(D
H O O cnZ dN 0 �Q— dW m a
L o 0
(ft.) L E a1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
(WR)
24-50/0.5
105.0 (50/0.5)
28-43-
110.0 50/0.4
(50/0.4)
40-50/0.2
115.0 (50/0.2)
119.7 742.5 50/0.1
120.0 Tricone refusal at 118.7'on CRYSTALLINE (50/0.1)
ROCK(CR) 50/0.0
(50/0.0)
125.0
130.0
135.0
140.0
145.0

PAGE: 1 of 3
BORING NO.: GT21_16
JOB NO.: 10292406 DATE: 8/30/2021-8/31/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604376.19000 EASTING: 1313475.09000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 853.3 ft
COMPLETION DEPTH: 120.4 WATER TABLE IMMEDIATE: WATER TABLE 24hr:45.8 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 U U
S Depth Elevation J Z U U)
Brown and red,elastic SILT(MH),stiff to
77 very stiff,moist(RESIDUUM) 6-5-8
(13)
11-11-12
5.0 (23)
6.0 _________ _______ M4 3
Brown,black,and tan,silty SAND(SM), 3-3-5(8)
micaceous,loose to very dense,moist to
wet
2-4-5(9)
10.0
2-3-5(8)
15.0
2-4-7
20.0 x (11)
9-9-9
25.0 x (18)
3-4-6
30.0 x (10)
2-5-5
35.0 x (10)
2-2-4(6)
40.0
1-3-4(7)
45.0
2-3-4(7)

PAGE: 2 of 3
BORING NO.: GT21_16
JOB NO.: 10292406 DATE: 8/30/2021-8/31/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604376.19000 EASTING: 1313475.09000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 853.3 ft
COMPLETION DEPTH: 120.4 WATER TABLE IMMEDIATE: WATER TABLE 24hr:45.8 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo �= U o
TB P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w w 0 w U U
S Depth Elevation J Z U U)
2-3-6(9)
55.0
2-2-4(6)
60.0
2-4-6
65.0 x (10)
10-6-7
70.0 x (13)
4-5-8
75.0 x (13)
3-7-9
80.0 x (16)
6-11-19
85.0 x (30)
5-10-14
90.0 x (24)
7-14-22
95.0 x (36)
12-21-30

PAGE: 3 of 3
BORING NO.: GT21_16
JOB NO.: 10292406 DATE: 8/30/2021-8/31/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604376.19000 EASTING: 1313475.09000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 853.3 ft
COMPLETION DEPTH: 120.4 WATER TABLE IMMEDIATE: WATER TABLE 24hr:45.8 ft
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w w 0 w U U
S Depth Elevation J Z U U)
104.5 748.8 13-29-
105.0 Gray and tan,WEATHERED ROCK(WR) 50/0.3
(50/0.3)
20-31-
110.0 50/0.3
(50/0.3)
50/0.4
115.0 (50/0.4)
36-49-
120.0 120.4 732.9 50/0.3
Tricone refusal at 120.4'on CRYSTALLINE (50/0.3)
ROCK(CR) 50/0.0
(50/0.0)
125.0
130.0
135.0
140.0
145.0

— PAGE: 1 of 2 1111111M)l
BORING NO.: GT21 17
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603284.40000 EASTING: 1320284.19000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 862.0 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Dark brown,sandy CLAY(CL),firm,dry 2-3-4(7)
(RESIDUUM)
3.5 ----------------- 858.5
Orange and brown,sandy SILT(ML)with 10-5-5
5.0 x sand seams,stiff to firm,saprolitic,wet (10)
4-5-5
(10)
77 2-3-3(6)
10.0
2-3-3(6)
15.0
3-2-3(5)
20.0
2-3-4(7)
25.0
28.5 _________________ 833.5
White,orange,and brown,silty SAND(SM) 7-16-17
30.0 with weathered rock seams,dense to (33)
medium dense,wet
28-41-
35.0 >< 50/0.3
(50/0.3)
2-5-17
40.0 x (22)
43.5 __ _________ ____ 818.5
Light brown,sandy SILT(ML),firm to stiff, 4-4-3(7)
L
x saprolitic,wet
4-4-8

PAGE: 2 of 2
BORING NO.: GT21_17
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603284.40000 EASTING: 1320284.19000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 862.0 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
3-4-4(8)
55.0
3-6-6
60.0 77, so.o 802.0 (12)
Boring Terminated at 60.0'in sandy SILT
(ML)
65.0
70.0
75.0
80.0
85.0
90.0
95.0

— PAGE: 1 of 2 1111111M)l
BORING NO.: GT21 18
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 600639.28000 EASTING: 1319112.67000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 904.5 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U
Reddish brown,sandy CLAY(CL),very 6-12-13
stiff,dry to moist(RESIDUUM)
(25)
10-8-10
5.0 (18)
6.0 898.5
Purple and brown,elastic SILT(MH)with 3-3-4(7)
sand seams,soft to very stiff,wet
(RESIDUUM)
4-6-8
10.0 (14)
2-2-3(5)
15.0
2-2-2(4)
20.0
2-2-2(4)
25.0
2-3-4(7)
30.0
3-6-6
35.0 x (12)
4-4-7
40.0 x (11)
5-7-10
45.0 x (17)
4-4-4(8)

PAGE: 2 of 2
BORING NO.: GT21_18
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 600639.28000 EASTING: 1319112.67000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 904.5 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w d Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o 5 w 0 O0 U U
S Depth Elevation J Z U U)
Boring Terminated at 50.0'in sandy SILT
(ML)
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 3
BORING NO.: GT21_19
JOB NO.: 10292406 DATE: 8/18/2021 and 10/06/21
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.33000 EASTING: 1311862.51000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 864.7 ft
COMPLETION DEPTH: 116.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 12.6 ft
D SLu
E Y A 0 w � H W >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m � J o Uo w(D d Z'a �(D
H O O cnZ dN 0 �Q— o W m m
L 0 0
(ft.) L E a d o o � � w 0 O0� U U
S Depth Elevation J Z U U)
Red,brown,and purple,elastic SILT(MH), 2-4-5(9)
stiff to firm,moist(RESIDUUM)
3-5-6
5.0 (11)
2-3-3(6)
77 2-2-4(6)
10.0
13.5 651.2
Red,brown,and white,silty SAND(SM), 1-2-2(4)
15.0 x very loose,moist to wet,micaceous,
saprolitic
2-1-2(3)
20.0
23.5 __________ 64L2
Brown,orange,and purple,elastic SILT 2-2-2(4)
25.0 x (MH),soft to stiff,wet,micaceous,
saprolitic
3-4-7
30.0 x (11)
2-1-3(4)
35.0
38.5 ______________ 626.2
Red,brown,and white,silty SAND(SM), 3-3-5(8)
40.0 loose to very dense,wet,micaceous,
saprolitic
3-4-5(9)
45.0
2-4-5(9)

PAGE: 2 of 3
BORING NO.: GT21_19
JOB NO.: 10292406 DATE: 8/18/2021 and 10/06/21
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.33000 EASTING: 1311862.51000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 864.7 ft
COMPLETION DEPTH: 116.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 12.6 ft
D SLu
E Y A 0 w � H W >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo w(D d Z'a �C~7
H O O cnZ dN 0 �Q— o W m m
L 0 0
(ft.) L E a d o o � � w 0 O0� U U
S Depth Elevation J Z U U)
2-2-4(6)
55.0
2-4-6
60.0 x (10)
3-4-6
65.0 x (10)
4-6-12
70.0 x (18)
22-35-50
75.0 x (85)
6-9-14
80.0 x (23)
3-7-13
85.0 x (20)
7-10-18
90.0 x (28)
7-13-19
95.0 x (32)
7-16-21

PAGE: 3 of 3
BORING NO.: GT21_19
JOB NO.: 10292406 DATE: 8/18/2021 and 10/06/21
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603556.33000 EASTING: 1311862.51000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 864.7 ft
COMPLETION DEPTH: 116.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr: 12.6 ft
D SLu
E Y A 0 w � H W >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m � J o Uo w(D d Z'a �(D
H O O cnZ dN 0 �Q— o W m m
L 0 0
(ft.) L E a d o o � � w 0 O0� U U
S Depth Elevation J Z U U)
11-22-26
105.0 x (48)
9-15-21
110.0 x (36)
114.0 750.7 21-50/0.4
115.0 Gray and tan,WEATHERED ROCK(WR) (50/0.4)
116.5 748.2
Tricone refusal at 116.5'on CRYSTALLINE 50/0.0
ROCK(CR) (50/0.0)
120.0
125.0
130.0
135.0
140.0
145.0

PAGE: 1 of 2
BORING NO.: GT21_20
JOB NO.: 10292406 DATE: 9/29/2021-9/29/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603675.50000 EASTING: 1310874.85000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 874.2 ft
COMPLETION DEPTH: 93.9 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 U U
S Depth Elevation J Z U U)
Red,brown,and tan,elastic SILT(MH),
micaceous,very stiff to very soft,moist to 4-7-10
wet(RESIDUUM) (17)
8-7-8
5.0 77 (15)
2-4-4(8)
77 2-1-3(4)
10.0
WOH-1-1
15.0 x (2)
WOH-1-1
20.0 x (2)
2-3-3-(6)
25.0
WOH-3-2
30.0 x (5)
WOH-2-2
35.0 x (4)
38.5 _________________ 835.7
3-4-4(8)
Gray,brown,and white,silty SAND(SM)
40.0 micaceous,loose to dense,wet
2-2-4(6)
45.0
2-3-5(8)

PAGE: 2 of 2
BORING NO.: GT21_20
JOB NO.: 10292406 DATE: 9/29/2021-9/29/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603675.50000 EASTING: 1310874.85000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 874.2 ft
COMPLETION DEPTH: 93.9 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � — C9> w � HW >_° o 0
M x zw zwm zo �= U o
TB P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 W U U
S Depth Elevation J Z U U)
2-3-4(7)
55.0
6-11-13
60.0 x (24)
5-12-16
65.0 x (28)
7-14-25
70.0 x (39)
74.0 800.2 24-50/0.3
75.0 G`rraRy)and white,WEATHERED ROCK (50/0.3)
770 ------ ----- 797.2
Gray,white,and tan,silty SAND(SM),
micaceous,medium dense,moist 8-12-14
80.0 (RESIDUUM) (26)
81 0 793.2
Gray,brown,WEATHERED ROCK(WR)
50/0.1
8 5.0 - (50/0.1)
31-50/0.2
90.0 (50/0.2)
93.9 780.3 50/0.4
95.0 WEATHEREDBoring Terminated at 93.9' n (50/0.4)
ROCK(WR)

PAGE: 1 of 1
BORING NO.: GT21 21
JOB NO.: 10292406 DATE: 10/18/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606031.90000 EASTING: 1318766.66000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 778.8 ft
COMPLETION DEPTH: 43.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
c9 Q N 'ND S S >
A cn Lu w >8
aU oEY zw z = U Uo
MM x z� ouU) �w U)owZ' w
T P DESCRIPTION OF MATERIALS P (D 0- 0 amf
=w LuO L O dNH ¢ cn LoQ
�(ft.) L E ZS Depth Elevaton U)
ct) U Cn
Dark gray, silty SAND(SM),medium g_14-10
dense,moist(RESIDUUM)
(24)
3.5 775.3
Dark brown and orange,sandy CLAY(CL), 3-3-3(6)
5.0 firm to very soft,moist to wet
8-4-3(7)
WOH-
10.o WOH-1
(1)
13.5 _________________ 755.3
Dark brown,light gray,and white,silty 1-3-5(8)
15.0 x SAND(SM)with weathered rock seams,
loose to very dense,saprolitic,wet
50/0.4
20.0 (50/0.4)
14-11-9
25.0 x (20)
17-24-28
30.0 x (52)
16-25-35
35.0 x (60)
9-13-25
40.0 x (38)
43.5 735.3
Tricone refusal at 43.5'on CRYSTALLINE 50/0.0
45.0 ROCK(CR) (50/0.0)

PAGE: 1 of 1
BORING NO.: GT21_22
JOB NO.: 10292406 DATE: 9/17/2021-9/17/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604327.60000 EASTING: 1318909.49000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 766.1 ft
COMPLETION DEPTH: 24.2 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � o w 0 U U
S Depth Elevation J Z U U)
Dark brown,silty SAND(SM),loose to
medium dense,saprolitic,wet 3-3-4(7)
(RESIDUUM)
17-8-7
5.0 77 (15)
3-4-4(8)
77 2-4-4(8)
10.0
2-2-4(6)
15.0
2-4-7
20.0 (11)
24.0 742.1 37-50/0.2
25.0 24.2 Dark brown and white,WEATHERED 741.9
(50/0.2)
ROCK WR
Tricone refusal at 24.2'on CRYSTALLINE
ROCK(CR)
30.0
35.0
40.0
45.0

PAGE: 1 of 3
BORING NO.: GT21_24
JOB NO.: 10292406 DATE: 9/01/2021-9/2/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605143.49000 EASTING: 1312951.85000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 857.3 ft
COMPLETION DEPTH: 132.2 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o a w 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
( ) E to O d o o j w0 �� U U
ft. L a _ O
S Depth Elevation J Z <n U cn
Red and tan, ELASTIC SILT(MH),stiff,
moist(RESIDUUM) 6-6-8 77
(14)
9-6-5
5.0 (11)
6.0 _ __ 651.3
Red,tan,and black,silty SAND(SM),very 3-3-4(7)
loose to very dense, micaceous,wet
2-2-4(6)
10.0
2-3-3(6)
15.0
2-4-4(8)
20.0
2-2-3(5)
25.0
1-2-3(5)
30.0
1-2-2(4)
35.0
1-2-2(4)
40.0
4-5-7
45.0 x (12)
1-3-3(6)

PAGE: 2 of 3
BORING NO.: GT21_24
JOB NO.: 10292406 DATE: 9/01/2021-9/2/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605143.49000 EASTING: 1312951.85000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 857.3 ft
COMPLETION DEPTH: 132.2 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; 5 w 0 O0 U U
S Depth Elevation U U)
1-4-8
55.0 x (12)
3-5-5
60.0 x (10)
3-5-6
65.0 (11)
4-6-9
70.0 x (15)
6-6-8
75.0 x (14)
6-12-12
80.0 (24)
7-10-15
85.0 x (25)
6-10-14
90.0 x (24)
8-17-18
95.0 x (35)
17-22-38

PAGE: 3 of 3
BORING NO.: GT21_24
JOB NO.: 10292406 DATE: 9/01/2021-9/2/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605143.49000 EASTING: 1312951.85000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 857.3 ft
COMPLETION DEPTH: 132.2 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-z'a �
H O O cnz dN o�iz �Q— o W m m
L 0 0
(ft.) L E � G d o ; w 0 O0 U U
S Depth Elevation U U)
11-22-36
105.0 x (58)
109.0 7483 25-50/0.4
110.0 Black,grey and white,WEATHERED (50/0.4)
ROCK(WR)
32-50/0.4
115.0 (50/0.4)
50/0.3
120.0 (50/0.3)
44-50/0.3
125.0 (50/0.3)
50/0.2
130.0 (50/0.2)
1 K 725.1
Tricone refusal at 132.2'on CRYSTALLINE 50/0.0
ROCK(CR) (50/0.0)
135.0
140.0
145.0

— PAGE: 1 of 2 1111111M)l
BORING NO.: GT21 25
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605448.63000 EASTING: 1313229.48000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 847.6 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U
Reddish brown,sandy CLAY(CL),very g_10-10
77
stiff,dry to moist(RESIDUUM)
(20)
3.5 ————————————————— 844.1
Orange and brown,silty SAND(SM),very 6-8-7
5.0 x loose to medium dense,moist to wet (15)
2-4-7
(11)
77 3-4-5(9)
10.0
3-3-5(8)
15.0
2-4-4(8)
20.0
2-2-2(4)
25.0
2-5-5
30.0 x (10)
2-2-2(4)
35.0
3-4-6
40.0 x (10)
3-6-8
45.0 x (14)
2-4-4(8)

PAGE: 2 of 2
BORING NO.: GT21_25
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605448.63000 EASTING: 1313229.48000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 847.6 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
54.5 793.1 7-12-
55.0 - Dark gray,WEATHERED ROCK(WR) 50/0.1
(50/0.1)
26-2-
60.0 sa.a 7a7.s 50/0.4
Tricone refusal at 60.0'on CRYSTALLINE (50/0.4)
ROCK(CR) 50/0.0
(50/0.0)
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 2
BORING NO.: GT21_26
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 602048.32000 EASTING: 1319731.57000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 874.0 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 U U
S Depth Elevation J Z U U)
Reddish brown,gray,and white,silty SAND
(SM),loose to medium dense,dry to wet 4-6-5
(RESIDUUM) (11)
10-9-10
5.0 (19)
3-5-5
(10)
77 3-4-5(9)
10.0
4-6-6
15.0 x (12)
6-9-6
20.0 x (15)
13-8-9
25.0 x (17)
2-2-3(5)
30.0
2-5-6
35.0 x (11)
4-4-6
40.0 x (10)
5-8-8
45.0 x (16)
5-6-7

PAGE: 2 of 2
BORING NO.: GT21_26
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 602048.32000 EASTING: 1319731.57000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 874.0 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w d Z'a �
H O O cnZ dN o�iz �Q— dW m m
L 0 0
(ft.) L E �1 d o o 5 w 0 O0 U U
S Depth Elevation J Z U U)
Boring Terminated at 50.0'in silty SAND
(SM)
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 2
BORING NO.: GT21_27
JOB NO.: 10292406 DATE: 9/30/2021-9/30/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotaryw/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605285.49000 EASTING: 1312270.61000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 840.7 ft
COMPLETION DEPTH: 78.8 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A C9> w � HW >_° o 0
M D x zw zwm zo �= O o
T B P DESCRIPTION OF MATERIALS m D J H o (n a w(D 0-z'a �
(ft.) E O cnZ d1:Z e)0— 0-z
H O N
z 2
L o — Lu Um U
n8-1 J z O
SDepth Eleation m
!n U cn
Red and brown,sandy SILT(ML),stiff,
moist(RESIDUUM) 7-7-8
(15)
3.5 ________ _ _ 837.2
Red and brown,elastic SILT(MH),very 11-9-11
5.0 x stiff,moist (20)
5-8-10
(18)
6-9-10
10.0 (19)
13.5 _________________ 827.2
Orange,brown,and black,silty SAND 2-3-3(6)
15.0 (SM),micaceous,very loose to very dense,
wet
2-2-3(5)
20.0
3-4-4(8)
25.0
1-3-4(7)
30.0
2-1-3(4)
35.0
40.0
6-4-3(7)
45.0
2-3-6(9)

— PAGE: 2 of 2 1111111M)l
BORING NO.: GT21 27
JOB NO.: 10292406 DATE: 9/30/2021-9/30/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605285.49000 EASTING: 1312270.61000 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 840.7 ft
COMPLETION DEPTH: 78.8 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
v 'ND S S j ,
A Cn Lu w >8
a oEY zw z = U 0
M M x z� ou U)
w U)owZ'T p DESCRIPTION OF MATERIALS P (D 0- UJ
( amf
=w Lup L O dNH ¢ cn LoQ
j(ft.) L E
U U
S Depth Elevation J Z U) U Cn
3-6-8
55.0 (14)
3-6-11
60.0 x (17)
11-16-36
65.0 x (52)
ss.fi 771.2 13-35-
70.0 50/0.4
Black and white,WEATHERED ROCK(WR) (50/0.4)
33-50/0.4
75.0 (50/0.4)
78.8 761.9 50/0.3
80.0 Boring Terminated at 78.8'in (50/0.3)
WEATHERED ROCK(WR)
85.0
90.0
95.0

— PAGE: 1 of 2 1111111M)l
BORING NO.: GT21 28
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604531.71000 EASTING: 1312504.64000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 872.6 ft
COMPLETION DEPTH: 80 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Reddish brown sandy CLAY(CL),very stiff, 5-10-12
77
dry(RESIDUUM)
(22)
3.5 ————————————————— 869.1
Light brown,elastic SILT(MH),firm to very 5-7-8
5.0 x stiff,wet (15)
3-5-5
(10)
77 1-3-5(8)
10.0
2-3-4(7)
15.0
2-4-5(9)
20.0
2-4-4(8)
25.0
2-3-3(6)
30.0
2-3-4(7)
35.0
2-3-4(7)
40.0
3-4-5(9)
45.0
8-10-14

PAGE: 2 of 2
BORING NO.: GT21_28
JOB NO.: 10292406 DATE: 10/26/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604531.71000 EASTING: 1312504.64000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 872.6 ft
COMPLETION DEPTH: 80 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-Z'a �
H O O cnZ dN o�iz �Q— dW m m
L 0 0
(ft.) L E �1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
2-7-6
55.0 77 (13)
sss 814.1
Dark brown,silty SAND(SM),medium 7-8-9
60.0 x dense,saprolitic,wet (17)
5-9-10
65.0 x (19)
68.5 804.1
70.0 _ Light brown,WEATHERED ROCK(WR) 50/0.1
50/0.1
( )
50/0.1
75.0 - (50/0.1)
78.5 794.1
Boring Terminated at 78.5'on 50/0.0
80.0 CRYSTALLINE ROCK(CR) (50/0.0)
85.0
90.0
95.0

PAGE: 1 of 1
BORING NO.: GT21_30
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606120.53000 EASTING: 1315200.88000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 800.0 ft
COMPLETION DEPTH: 17.7 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 U U
S Depth Elevation J Z U U)
Reddish brown and orange,silty SAND
(SM),medium dense,saprolitic,dry to wet 7-8-9
(RESIDUUM) (17)
12-12-11
5.0 77 (23)
5-7-6
(13)
s.o 791.0 35-50/0.2
10.0 White and light brown,WEATHERED (50/0.2)
ROCK(WR)
50/0.2
15.0 (50/0.2)
17.7 782.3 50/0.5
Boring Terminated at 17.7'in (50/0.5)
20.0 WEATHERED ROCK(WR)
25.0
30.0
35.0
40.0
45.0

— PAGE: 1 of 2 1111111M)l
BORING NO.: GT21 31
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604879.70000 EASTING: 1316778.56000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 831.8 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U
Reddish brown sandy CLAY(CL),very stiff 10-9-9
to firm,dry to moist(RESIDUUM)
(18)
13-7-10
5.0 (17)
3-3-3(6)
8.5 _________________ 823.3
Orange and brown,sandy SILT(ML),firm, 2-2-3(5)
10.0 wet
2-4-3(7)
15.0
3-3-3(6)
20.0
2-2-3(5)
25.0
1-2-3(5)
30.0
2-2-3(5)
35.0
38.5 _________________ 793.3
Dark gray and white,silty SAND(SM), 4-4-3(7)
ao.o loose to medium dense,saprolitic,wet
3-5-6
45.0 x (11)
3-5-6

PAGE: 2 of 2
BORING NO.: GT21_31
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604879.70000 EASTING: 1316778.56000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 831.8 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
2-2-3(5)
55.0
5-6-10
60.0 so.o 771.8 (16)
Boring Terminated at 60'in silty SAND
(SM)
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 2
BORING NO.: GT21_32
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606086.85000 EASTING: 1317729.44000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 845.8 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � G� d o o w 0 U U
S Depth Elevation J Z U U)
Reddish brown,sandy SILT(ML),stiff to
77 soft,dry to moist(RESIDUUM) 4-5-6
(11)
9-7-7
5.0 (14)
2-2-2(4)
8.5 ————————————————— 837.3
White and light brown,silty SAND(SM) 3-7-7
10.0 with rock fragments,medium dense to (14)
loose,saprolitic,wet
2-3-4(7)
15.0
18.5 _ _______________ 827.3
White,green,and orange,sandy SILT 3-3-4(7)
20.0 X (ML),soft to firm,saprolitic,wet
1-2-2(4)
25.0
2-3-3(6)
30.0
33.5
White,black,and brown,silty SAND(SM), 2-4-5(9)
35.0 x loose to medium dense,saprolitic,wet
3-6-5
40.0 x (11)
2-3-3(6)
45.0
2-7-11

PAGE: 2 of 2
BORING NO.: GT21_32
JOB NO.: 10292406 DATE: 10/20/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606086.85000 EASTING: 1317729.44000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 845.8 ft
COMPLETION DEPTH: 60 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o w 0 O0 U U
S Depth Elevation J Z U U)
6-10-12
55.0 x (22)
5-7-8
60.0 so.o 785.8 (15)
Boring Terminated at 60.0'in silty SAND
(SM)
65.0
70.0
75.0
80.0
85.0
90.0
95.0

PAGE: 1 of 2
BORING NO.: GT21 33
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604262.58000 EASTING: 1319777.01000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 769.5 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S > U)
A cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Reddish brown,sandy CLAY(CL),very stiff 6-9-10
to firm,dry to wet(RESIDUUM)
(19)
4-5-8
5.0 (13)
8-9-10
(19)
3-6-7
10.0 (13)
2-3-4(7)
15.0
18.5 ____________ ____ 751.0
Light brown,sandy SILT(ML),firm to very 1-3-3(6)
20.0 stiff,saprolitic,wet
2-2-3(5)
25.0
1-2-3(5)
30.0
2-5-5
35.0 x (10)
2-3-5(8)
40.0
2-4-5(9)
45.0
5-9-12

PAGE: 2 of 2
BORING NO.: GT21_33
JOB NO.: 10292406 DATE: 10/19/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 604262.58000 EASTING: 1319777.01000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 769.5 ft
COMPLETION DEPTH: 50 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w d Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E �1 d o o 5 w 0 O0 U U
S Depth Elevation J Z U U)
Boring Terminated at 50.0'in sandy SILT
(ML)
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0

1111111M)l
— PAGE: 1 of 1
BORING NO.: RC21 1
JOB NO.: 10292406 DATE: 10/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605824.32000 EASTING: 1315383.34000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 844.0 ft
COMPLETION DEPTH: 38 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
(ft.) N '
D S S j U)
A Cn Lu w >8
a oE Y zw z = U o
P M M x z� ou U)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( amf
=w LuO L O aNH ¢ cn LoQ
jL E
U U
S Depth Elevation J Z U) U Cn
Orange and brown,sandy CLAY(CL),
moist(RESIDUUM)
5.0
6.0 _________________ 838.0
Light brown,sandy SILT(ML),soft to stiff, 3-4-5(9)
moist to wet
77 2-2-3(5)
10.0
1-2-3(5)
15.0
1-2-2(4)
20.0
2-2-4(6)
25.0
28.5 _________________ 815.5
Light brown,silty SAND(SM),loose to 3-4-5(9)
30.0 dense,saprolitic,wet
16-15-17
35.0 (32)
36.9 807.1
38.0 White and black,WEATHERED ROCK 806.0 50/0.5
WR (50/0.5)
40.0 Tricone refusal at 38.0'on CYSTALLINE 50/0.0
ROCK(CR) (50/0.0)
45.0
Hand auger from 0 to 5.0 ft for utility
clearance.

1111111M)l
— PAGE: 1 of 1
BORING NO.: RC21 3
JOB NO.: 10292406 DATE: 10/25/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 605912.32000 EASTING: 1315475.64000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 846.0 ft
COMPLETION DEPTH: 30 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
(ft.) N '
D S S j U)
A Cn Lu w >8
a oE Y zw z = U o
P M M x z� ou U)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( amf
=w LuO L O aNH ¢ cn LoQ
jL E
U U
S Depth Elevation J Z U) U Cn
Reddish brown,sandy CLAY(CL)very stiff
to stiff,dry to wet(RESIDUUM)
5.0
4-9-12
(21)
3-5-6
10.0 (11)
13.5 _________________ 8325
Red and light brown,sandy SILT(ML),stiff 2-5-8
15.0 to firm,wet (13)
2-4-4(8)
20.0
2-3-3(6)
25.0
2-2-3(5)
30.0 1 1 1 1771 30.0 815.0
Boring Terminated at 30'in sandy SILT
(ML)
35.0
Hand auger from 0 to 5.0 ft for utility
clearance.
40.0
45.0

1111111M)l
- PAGE: 1 of 1
BORING NO.: RC21 5
JOB NO.: 10292406 DATE: 10/15/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606262.74000 EASTING: 1313740.90000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 787.7 ft
COMPLETION DEPTH: 38.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S j U)
A Cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ' wP DESCRIPTION OF MATERIALS P (D 0- ( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Dark brown and light brown,sandy CLAY
(CL),very soft to soft,moist to wet 1-1-1 (2)
(ALLUVIUM)
3-2-1 (3)
5.0
6.0 781.7
• Gray,SAND(SP)with gravel and boulders, 50/0.4
• very dense to very loose,wet (50/0.4)
•• 1-1-1 (2)
10.0
13.5 _________________ 774.2
Dark gray and dark brown,silty SAND 1-1-2(3)
15.0 x (SM),very loose,wet
20.0
2-1-2(3)
25.0
28.5 759.2
Dark gray and brown,silty SAND(SM), 18-10-12
30.0 medium dense,wet(RESIDUUM) (22)
34.0 753.7-77 8.50/0.2
35.0 Brown,WEATHERED ROCK(WR) (50/0.2)
38.5 749.2
Tricone refusal at 38.5'on CRYSTALLINE 50/0.0
40.0 ROCK(CR) (50/0.0)
Encountered boulder at 6.0 ft and refusal at
10.0 ft.Offset 5 ft.
45.0

1111111M)l
— PAGE: 1 of 1
BORING NO.: RC21 6
JOB NO.: 10292406 DATE: 10/14/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606114.82000 EASTING: 1313821.28800 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 785.7 ft
COMPLETION DEPTH: 33.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S S N w'U)
A Cn Lu �_ (�j w 8 �w >_8 a o
E Y M �x zw z�x zo U)= U o
P M DESCRIPTION OF MATERIALS J P w U)o Q w(D 0-Z'u w( af
P _
H O L O ¢Z dN oc=nw �Q a o Lu m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Dark brown,sandy CLAY(CL),firm,dry 1-3-4(7)
(ALLUVIUM)
4-5-2(7)
5.0
6.0 779.7
• Dark brown and orange,SAND(SP)with
• gravel,very loose to medium dense,wet
•• 1-0-12
10.0 •• (12)
13.5 _________________ 772.2
Dark brown,silty SAND(SM),very loose, 1-0-1 (1)
15.0 wet
20.0
25.0
28.0 ----------------- 757.7
Black and white,silty SAND(SM),medium 8-19-
30.o z9.5 dense,sa rolitic,wet RESIDUUM 756.2 50/0.3
Black and white,WEATHERED ROCK (50/0.3)
(WR)
- 33.5 752.2
Tricone refusal at 33.5'on CRYSTALLINE 50/0.0
35.0 ROCK(CR) (50/0.0)
40.0
45.0

1111111M)l
— PAGE: 1 of 1
BORING NO.: RC21 7
JOB NO.: 10292406 DATE: 9/23/2021-9/23/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606347.84000 EASTING: 1313823.02200 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 787.2 ft
COMPLETION DEPTH: 12.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S S N w'U)
A Cn Lu �_ (�j w a w >_8 a o
E Y M �x zw z�x zo U)= U o
P M DESCRIPTION OF MATERIALS J P w U)o Q w(D 0-Z'u w( af
P _
H O L O ¢Z dN oc=nw �Q a o Lu m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
1.0 Brown,silty SAND(SM)with gravel,moist 785.2
`_(ALLUVIUM_____________/ 4-6-6
Red,elastic SILT(MH)with rock (12)
s.s fra9-ments,stiff,_moist,LRESIDUUML__ 7837 7-9-8
5.0 Tan,gray,and brown,silty SAND(SM)with (17)
rock fragments,micaceous,loose to
medium dense,wet WOH-3-3
(6)
s.5 777.7 10-27-
10.0
Tan,brown,and white,WEATHERED 50/0.4
(50/0.4)
ROCK(WR)
12.5 774.7
Tricone refusal at 12.5'on CRYSTALLINE 50/0.0
ROCK(CR) (50/0.0)
15.0
20.0
25.0
30.0
35.0
40.0
45.0

PAGE: 1 of 1
BORING NO.: RC21_8
JOB NO.: 10292406 DATE: 9/23/2021-9/23/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 606199.92000 EASTING: 1313859.40800 LOGGED BY: M.Johnson,TECHNICIAN/HDR
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 787.0 ft
COMPLETION DEPTH: 11.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D SLu
E Y A C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m U) M o (nUo w(D d Z'a �(D
H O O cnZ dN oU)iz LoQ— o W m m
L o 0
(ft.) L E �1 d o o w 0 O0� U U
S Depth Elevation J Z U U)
Tan,silty SAND(SM),loose,moist,
2.1 (ALLUVIUM) 785.0 3-4-4(8)
--------------------
a.o Brown and red,sandy SILT(ML)with 784.0
quuartz,firm,moist(RESIDUUM)—————7 20-19-7
5.0 Tan,brown,and dark gray,silty SAND (26)
(SM),micaceous,medium dense to very
loose,wet 2-2-1 (3)
WOH-7-3
10.0 (10)
11,0
ns.o
15 WEATHERED ROCK WR ,No recovery7755 50/0.0
Tricone refusal at 11.5'on CRYSTALLINE (50/0.0)
ROCK(CR)
15.0
Hard drilling encountered at 11.0 ft.
20.0
25.0
30.0
35.0
40.0
45.0

PAGE: 1 of 1
BORING NO.: RC21_9
JOB NO.: 10292406 DATE: 10/21/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603780.19000 EASTING: 1317026.50000 LOGGED BY: B Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 766.2 ft
COMPLETION DEPTH: 28.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
T B P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � o w 0 U U
S Depth Elevation J Z U U)
Dark brown,silty SAND(SM),very loose to 2-2-2(4)
loose,dry to wet(ALLUVIUM)
77 5-4-4(8)
5.0
3-2-1 (3)
8.5 _________________ 757.7
Light brown,SAND(SP)with gravel and 7-10-4
10.0 boulders,very loose to very dense,wet (14)
4-5-8
15.0 (13)
50/0.1
20.0 (50/0.1)
1-2-1 (3)
25.0
2&5 737.7
Tricone refusal at 28.5'on CRYSTALLINE 50/0.0
30.0 ROCK(CR) (50/0.0)
35.0
40.0
45.0

— PAGE: 1 of 1 1111111M)l
BORING NO.: RC21 10
JOB NO.: 10292406 DATE: 10/22/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603655.26660 EASTING: 1316976.53000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 769.9 ft
COMPLETION DEPTH: 7.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S S N w'U)
A Cn Lu �_ (�j w a w >_8 a o
E Y M �x zw z�x zo U)= U o
P M DESCRIPTION OF MATERIALS J P w U)o Q w(D 0-Z'u w( af
P _
H O L O ¢Z dN oc=nw �Q a o Lu m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U
Reddish brown,sandy CLAY(CL)with 2-4-5(9)
boulders,stiff,dry to moist(ALLUVIUM)
5.0 5.0 754.9
°0—0 Light gray,BOULDERS with soil seams, 50/0.0
o 0 dry (50/0.0)
0 0 771 7.5 752.4 4-14-28
Tricone refusal at 7.5'in Boulders (42)
10.0 50/0.0
Three attempts,encountered refusal on (50/0.0)
Boulders.
15.0
20.0
25.0
30.0
35.0
40.0
45.0

PAGE: 1 of 1
BORING NO.: RC21 11
JOB NO.: 10292406 DATE: 10/25/21
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603818.80850 EASTING: 1317122.55000 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 764.9 ft
COMPLETION DEPTH: 11 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
_
N '
D S S j U)
A Cn Lu w >8 a oE Y zw z = U o
P M M x z� ouU)
w U)owZ'P DESCRIPTION OF MATERIALS P (D 0- UJ
( af
=w LuO L O dNH ¢ cn �Q
m
(ft.) L E ct) C1 a a o � U U
S Depth Elevation J Z U) U Cn
Reddish brown,sandy CLAY(CL),stiff to
very stiff,dry to moist(ALLUVIUM) 7-7-7
(14)
15-13-10
5.0 (23)
Reddish brown and orange,sandy SILT 5-7-10
(ML)with gravel,very stiff,moist (17)
9.a ————————————————--L55.9 7-50/0.4
10.0 °o Light gray,BOULDERS,very dense,wet (50/0.4)
11.0 753.9
Tricone refusal at 11.0'in Boulders
15.0
Three attempts,encountered refusal on
Boulders.
20.0
25.0
30.0
35.0
40.0
45.0

PAGE: 1 of 2
BORING NO.: RC21_12
JOB NO.: 10292406 DATE: 10/21/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603923.64000 EASTING: 1317101.57200 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 766.2 ft
COMPLETION DEPTH: 48.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � - C9> w � HW >_° o 0
M x zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o a w 0-Z'a �
H O O cnZ dN 0 �Q— dW m m
L 0 0
(ft.) L E � o x w 0 W U U
S Depth Elevation J Z U U)
Reddish brown,silty SAND(SM),loose,dry
(ALLUVIUM) 4-4-5(9)
3.5 _________________ 762.7
Reddish brown,sandy SILT(ML),firm,wet 4-4-3(7)
5.0
2-2-4(6)
8.5 ___ __ _____ 757.7
Dark gray,clayey SAND(SC),very loose, 1-0-2(2)
10.o x wet
13.5 _________________ 752.7
Red and light brown,SAND(SP)with 4-8-9
15.0 gravel,medium dense,wet (17)
18.5 _________________74z7
Brown,gray,and white,silty SAND(SM) 1-2-1 (3)
20.0 x with rock fragments,very loose to medium
dense,saprolitic,wet(RESIDUUM)
2-3-2(5)
25.0
3-4-5(9)
30.0
8-9-10
35.0 x (19)
6-12-14
40.0 x (26)
8-12-8
45.0 x (20)
48.5 717.7
Tricone refusal at 48.5'on CRYSTALLINE 50/0.0

PAGE: 2 of 2
BORING NO.: RC21_12
JOB NO.: 10292406 DATE: 10/21/2021
JOB NAME: Piedmont Lithium Project TYPE OF DRILLING: Mud Rotary w/SPT
BORING LOCATION: Gaston County, NC EQUIPMENT: CME55 314425
NORTHING: 603923.64000 EASTING: 1317101.57200 LOGGED BY: B.Weiserbs
VERTICAL DATUM: NAVD 88 SURFACE ELEVATION: 766.2 ft
COMPLETION DEPTH: 48.5 WATER TABLE IMMEDIATE: WATER TABLE 24hr:NOT MEASURED
D S
E Y A � C9> w � HW >_° o 0
M x Zw zwm zo U)= U o
TB P DESCRIPTION OF MATERIALS m J o Uo w a Z'a �
H O O UZ dN 0 �Q— o W m m
L 0 0
E to O d o o j w NO �w U U
ft. L a
S —� O�
Depth Elevation J Z U U)
ROCK(CR)
55.0
60.0
65.0
70.0
75.0
80.0
85.0
90.0
95.0

APPENDIX B :
Laboratory Test
Results

LIQUID AND PLASTIC LIMITS TEST REPORT
60 ,
Dashed line indicates the approximate
upper limit boundary for natural soils /
/
50 -- i
f/ �0 �
/
40 /
i
X /
W /
Z /
U 30 /
CO /
20
10 �— - -
ev
ML or OL MH or OH
i
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Light Yellow-Brown Micaceous Elastic Silt with Sand 56 47 9 98.0 83.9 MH
■ Light-Brown Sandy Elastic Silt 51 47 4 91.7 68.8 MH
A Orange-Brown Sandy Elastic Silt 50 42 8 95.8 68.6 MH
• Dark-Brown Micaceous Sandy Silt 46 28 18 78.8 56.6 ML
• Light Yellow-Brown Sandy Elastic Silt 58 49 9 88.0 57.8 MH
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
•Location: GT21-20,SS-3 @ 6'-7.5'
■Location: GT21-20,SS-5 @ 13.5'-15'
•Location: GT21-24,SS-2 @ 3.5'-5'
+Location: GT21-13,SS-1 @ F-2.5'
•Location: GT21-13 SS-5 A 13.5'-i5'
Summit Engineering
Ft. Mill South Carolina Figure
Tested By: FG Checked By: MH

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils f'
/
50X./
Q
40 �
i
w /
o /
z /
U 30 or
C/) /
g /
/
/
20 Ora_ ■i
10
/
c ML or OL MH or OH
i
0
0 10 20 30. 40. 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Orange-Brown Sandy Elastic Silt 56 35 21 89.3 65.5 MH
■ Dark Red-Brown Micaceous Sandy Elastic Silt 54 35 19 82.4 52.5 MH
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
•Location: GT21-9,SS-4 @ 8.5'-10'
01 Location: GT21-9, SS-5 @ 13.5'-15'
Summit Engineering
Ft. Mill. South Carolina Figure
Tested By: FG __ _ Checked By: MH

Particle Size Distribution Report
C C O O O
C
CD
to Cl) N r R $t
100 I I
I I I I I I I I I I I l l
90
s0
I I I I I I I I I I I I I I
I 1 ! I I I I I 1 I I I I I
W 60
I I I i f I I I I I I I I I
Z 50 ! ! I I I I I I I I I
I I I I I ! I
cwi I I 11 I I I I I I I
W 40
CL
I I I I I I I I I I I I I I
30
I I 1 1 1 I I I I i 11 i l
20 I I I 11 I I I I I I I I I
I I l i l 11 I I I I I I I
10
1 a I I I I ! I 1 I 1 1 ! 1
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt clay
0.0 0.0 0.0 0.0 2.0 14.1 83.9
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light Yellow-Brown Micaceous Elastic Silt with Sand
0.375 100.0
#4 100.0
#10 100.0 Atterberg Limits
#20 99.7 PL= 47 LL= 56 PI= 9
#40 98.0
#60 94.5 Coefficients
#140 86.6 D90= 0.1530 D85= 0.0864 D60=
#200 83.9 D50= D30= D15=
D10= CUE Cc=
Classification
USCS= MH AASHTO= A-5(13)
Remarks
Moisture Content:44.6%
(no specification provided)
Location: GT21-20,SS-3 @ 6'-7.5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Fi ure
Tested By: FIG _ _ Checked By: MH

Particle Size Distribution Report
C C C C C C W
100 !
I I 1 1 1 I I II I I I Nlh
90
I I I l i l i I I I I I I I
I I I I I 1 ! I I I I I I
80
I I I I I I f I I I I I
70 I I 1 I I I I I
I I I l l I l I I I l l s
W 60
I I I I I I I I 1 I I I I I
Z 50
W 1 !
W 40
a I I 11 1 I I 1 I I I I I I
30 I I l l E I ! I I I I I l
20
I 1 11 1 I I I I I 1 11 1
10
I I 1 1 1 I I I I l l 1 i l
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE -mm.
%+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 8.3 22.9 68.8
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 197.#201 AtterbM Limits
#40 91.7 PL= 47 LL= 511 P1= 4
#60 84.3 Coefficients
#140 73.0 D90= 0.3723 D85= 0.2622 D60=
#200 68.8 D50= D30= D15=
D10= CU= cc-
Classification
USCS= MH AASHTO= A-5(5)
Remarks
Moisture Content:58.0%
(no specification provided)
Location: GT21-20,SS-5 @ 13.5'-15'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Pro ect No: 6507.L0006 Figure ,
Tested By: _FG Checked By: MH

Particle Size Distribution Report
C C O O O
100
[ ! E l l I l I ! I I I I
so
I I 1 1 I 1 1 I I s i l l l
I I I l l I I I I I I 1 1 i
80
I I ! I I I I I I I I I I
70Of
i I I I I 1 1 I I s i l l
I I I l l ! I I I I I I I
W 60
LL ! I ! l l I l I I I I I
Z 50
W I I I i 1
W 40 -
a I I I I I I I 1 I I I I I
30
I I 1 1 1 I I I ! I I 11 1
20 I I I I ! I I I
I I I l l 11 E I I I I I I
10
I I I I I I I I I I l i l l
01 1 1 1I I l l I ! 1 1 I l l l f
too 10 1 0.1 0.01 U01
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
_ CoarseT Fine Coarse Medium Fine Silt Clay
0.0 0.0 1 0.0 0.2 4.0 27.2 68.6
SIEVE PERCENT SPEC." PASS? Material Description
SIZE FINER PERCENT (X=NO) Orange-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 99.8 Atterberg Limits
#20 98.9 PL= 42 LL= 50 P1= 8
#40 95.8
#60 90.3 Coefficients
#140 75.9 D90= 0.2435 D85= 0.1742 D60=
#200 68.6 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= MH AASHTO= A-5(7)
Remarks
Moisture Content:36.0%
(no specification provided)
Location: GT21-24, SS-2 @ 3.5'-5'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C G 4 G
C C C ,z C C C O O O G rOy 4_ a 0
ID N
100
I I I ! i I I II 1 I I I I I
90 r
! I 1 1 1 11 1 l l l l l
I I I I I I ! I I I I I I I
80
! I I I I I ! ! I I I I I I
�o I I I I ! I I I I I
W s0
! I I I I I ! I I
Z 50 ! I 1 1 1 1 1 1 I 1 I I
W I I I I I I 1 1
W 40
I I I I I I l 1 I I I I I I
30
I I I I I I I I 1 I ! I I l
20
I I I I I I I I I I I I I I
10
I I I l l I I I 1 I I I I I
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE -mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 1 0.0 0.8 2.8 17.6 22.2 56.6
SIEVE PERCENT SPEC.
PASS? Material Descri tion
SIZE FINER PERCENT (X=NO) Dark-Brown Micaceous Sandy Silt
0.375 100.0
#4 99.2
#10 96.4 1 Atterberg Limits
#20 89.2 PL= 28 LL= 46 Pl= 18
#40 1 78.8
#60 71.2 Coefficients
#140 59.8 D90= 0.9035 D85= 0.6301 D60= 0.1081
#200 56.6 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= ML AASHTO= A-7-6(8)
Remarks
Moisture Content:26.9%
(no specification provided)
Location: GT21-13, SS-1 @ 1'-2.5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Fl ure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O O
CO . . \ \ m F M t0 N
100
90
I I I I I I I I I I I I I
80
70
I f I l l I f I I I l l l l
w 60
! I I l l I I I I 1 1 1 1
z 50 I I I l l f f I I 1 1 1
w I I 1 !
Q cc
W 40
30
I I ! 1 1 ! I I I I I I I
20
I I I I I I I I I 1 ! I l l
10
I I I I I I I I I I I ! f 1
0 ! JJI I I I I i 1 I ! I l l l
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine4 Silt Clay
0.0 0.0 0.0 1.8 10.2 30.2 57.8
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light Yellow-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 98.2
#20 94.0 A_ tterberg Limits
#40 88.0 PL= 49 LL= 58 PI= 9
#60 81.2 Coefficients
#140 65.0 D90= 0.5171 D85= 0.3279 D60= 0.0833
#200 57.8 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= MH AASHTO= A-5(6)
Remarks
Moisture Content: 54.7%
(no specification provided)
Location: GT21-13,SS-5 @ 13.5'-15'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 FI ure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O O
O O O O
io m N u U
100
90
I I I I I I I I I 11 1 1
I I I f l 11 I I 1, i l l
80
1 I I l l I I I I I I I I
I I I I I ! 1 ! I I I I
W 60
I I I I I I I I I I I I I I
Z 50 I I I I I ! I I I I
W I ! ! I I
W 40
I I I I I ! I I I I
30
20
I I I I I I ! I I l l l l l
10
I I I I I I I I I l i l l l
o
100 10 1 0.1 0.01 D.
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.6 1.9 7.2 23.8 65.5
SIEVE PERCENT SPEC.* PASS? Material Description_
SIZE FINER PERCENT (X=NO) Orange-Brown Sandy Elastic Silt
0.375 100.0
#4 98.4
#10 94.2 A_tteftr Limits
#40 89.3 PL= 35 LL= 56 Pl= 21
#60 83.6 Coefficients
#140 69.7 D90= 0.4616 D85= 0.2787 D60=
#200 65.5 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= ME AASHTO= A-7-5(14)
Remarks
Moisture Content:28.1%
x (no specification provided)
Location: GT21-91 SS-4 @ 8.5'-10'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C Q Q R
C C C � C C C �
0 M N w 7k ik 3t 3t 7L ih ik it
100
! I I I I I I I I I
90
I I I I I I I l I I I I I I
I I I I I I I l i I I I I
80
I ! I I I 1 1 I I I I I I I
70 I I I I I I ! I I I
W 60
I ! I I I I I
Z 50 ! 1 I 11 I I 1 I I { [ I
I I I
cwi
W 40
a I I I I I I I f I I I I I I
I I I I ! I I I I I I I I I
30
I ! 1 1 1 I I I 1 I I I I I
20 1 1 I I I ! I I I I 1 1 1 1
I I I I I I I I I I I I I I
10
I I I I I I ! I I I I I I I
0 I I l l I 1 I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 2.2 15.4 29.9 52.5
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Dark Red-Brown Micaceous Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 97.8
#20 93.6 A_tterberg Limits
# 0 93.4 PL= 35 LL= 54 PI= 19
#60 71.3 Coefficients
9140 56.0 D90= 0.6485 D85= 0.4860 D60= 0.1399
#200 52.5 D50= D30= D15=
D10= Cu= cc-
Classification
USCS= MH AASHTO= A-7-5(8)
Remarks
Moisture Content:35.8%
(no specification provided)
Location: GT21-9,SS-5 @ 13.5'-15'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft, Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: _FG Checked By: MH ,

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils
50 /
0
40 /
X /
w
o /
z /
30
U �
g /
/
/
/
20 - -
// G� A—V
/
/
/
10 /
~ �L'/" ML or OL , MH or OH
i
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
■ Orange-Brown Micaceous Elastic Silt with Sand 61 57 4 92.1 71.4 MH
z Light-Brown Micaceous Silty Sand 46 32 14 84.2 45.6 SM
• Grey-Brown Silty Sand NP NP NP 61.5 37.8 SM
• Tan-Brown Micaceous Sandy Elastic Silt 52 46 6 95.3 55.2 MH
• Red-Brown Sandy Silt 47 29 18 85.3 68.8 ML
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
•Location: GT21-18,SS-6 @ 18.5'-20'
■Location: GT21-25,SS-7 @ 23.5'-25'
•Location: GT21-26,SS-1 @ 0'-1.5'
•Location: GT21-28,SS-5 @ 13.5'-15'
•Location: GT21-32.SS-1 Cd, 1'-2.5'
Summit Engineering
Ft. Mill South Carolina Figure
Tested By: FG Checked By: MH

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils f
f
/
50 /
/
40 /
X /
w
o /
z /
30 lor
U
/ O
20 J= .�
,
/
/
10 -
G4-ML ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
0 Orange-Brown Sandy Elastic Silt 53 37 16 95.6 68.7 MH
■ Dark-Brown Sandy Lean Clay 34 24 10 83.3 53.7 CL
• Dark Red-Brown Silt with Sand 48 30 18 94.2 79.9 ML
• Dark Orange-Brown Sandy Elastic Silt 52 45 7 87.1 61.1 MH
• Red-Brown Sandy Silt 49 29 20 90.9 70.1 ML
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
■Location: GT21-17, SS-4 @ 8.5'-10'
■Location: GT21-21,SS-4 @ 8.5'-10'
•Location: GT21-31, SS-1 @ 0'-1.5'
•Location: GT21-31,SS-4 @ 8.5'-10'
•Location: GT21-33 SS-1 P-2.5'
Summit Engineering
Ft. Mill South Carolina Figure
Tested By: FG Checked By: MH

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils f
/
50 /
/ t
4
40 /
w /
o /
z /
U30
vi /
g /
/
20 O�
/
/
/
10
/+
L-ML ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 1 USCS
Orange-Brown Elastic Silt with Sand 54 t 44 10 96.3 79.1 MH
■ Light Tan-Brown Sandy Elastic Silt 55 55 NP 96.9 68.4 MH
• Yellow-Brown Sandy Silt NP NP NP 96.9 51.7 NIL
• Dark Red-Brown Sandy Lean Clay 35 23 12 82.2 53.2 CL
Project No. 6507.1,0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
*Location: RC21-1,SS-1 @ F-2.5'
■Location: RC21-1,SS-6 @ 18.5'-20'
•Location: RC21-1,SS-7 @ 23.5'-25'
•Location: RC21-3,SS-1 @ 1'-2.5'
Summit Engineering
Ft. Mill South Carolina Figure
Tested By: FG Checked By: MH

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils /
/
50 —
/
/ �• _
/ O`L
/
40 /
x /
o /
z /
U 30 - —
u~i20
/
/
/ O
/
/
10
- `- ML or OL MH or OH
0/
f
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Light-Brown Clayey Sand 27 18 9 66.1 39.0 SC
■ Dark-Brown Micaceous Silty Sand NP NP NP 78.5 36.0 SM
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
•Location: RC21-1IA,SS-2 @ 3.5'-5'
■Location: RC21-11A,SS-4 @ 8.5'-10'
Summit Engineering
Ft. Mill South Carolina Figure
Tested By: FG _ Checked By: MH

Particle Size Distribution Report
C C O O O
C C C C C C O O O O O O � O
100
1 I ! I I 1 1 I I I I ! I
90
I I 11 1 I I I 1 I 1 1 1 [
80
I ! I I I 1 ! I I I ! I !
70 1 I
I I I I I I I I I I l l l
I !
W 60
! I I I I I I ! I f l 1 1 1
�
so I 1 1 1 l I I 1 I I I
U I 1 I f l I I I C I I I I
W 40
a I I I l l I ! I I I I I ! I
I I 1 1 1 ! I I I C I I I 1
30
I I 1 1 1 l i I I i l 1 1 1
20 I I I I I I ! I ! I I
I I I I I I ! I I ! I I I !
10
I I I I I I I I I 1 I 1 1 1
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 4.4 26.9 68.7
SIEVE PERCENT SPEC' PASS? Material Description
SIZE FINER PERCENT (X=NO) Orange-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 100.0 Atterberg Limits
#20 98.8 PL= 37 LL= 53 PI= 16
#40 95.6
#60 91.3 Coefficients
#140 76.2 D90= 0.2256 D85= 0.1649 D60=
#200 68.7 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= MH AASHTO= A-7-5(12)
Remarks
Moisture Content:33.1%
(no specification provided)
Location: GT21-17,SS-4 @ 8.5'-10'
Date: 11-17-21
Summit Engineering Client: HDREngineering — —
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft, Mill South Carolina Project No: 6507.L0006 F�ure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C w O O O
f0 t7 N \ \ le
O N CQ� O O O V
100
! I I I I I I F
1 1 I I I
90
i I I l l I I I I I I I I I
I I I I I I I I ! E I I I
80
Of
I I I I I i t I I I I I I I
E i I I I I f I I I I I
W 60
1 I I I I I I I I I I
Z 50 I I I I I ! 1 I 1 1
W f I 11 I 1 1 1 1
W 40
a I I I I I I I I I I I I I I
I I I I I I 1 I I I I I I
30
I I 1 1 1 1 1 I I i l 1 1 1
20 ! ! I I I I ! I E I I ! ! I
I I I I I I I I I I I I I
10
I i l l f I I I I 1 1 1 1 1
a I I I I I I I I I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 1 0.0 0.0 2.4 14.3 29.6 53.7
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Dark-Brown Sandy Lean Clay
0.375 100.0
#4 100.0
#10 97.6 Atterberg Limits
#20 92.6 PL= 24 LL= 34 PI= 10
#40 83.3
#60 73.4 Coefficients
#140 58.6 D90= 0.6694 D$5= 0.4704 D60= 0.1165
#200 53.7 D50= D30= D15=
D10= Cu= Cc-
Classification
USCS= CL AASHTO= A-4(3)
Remarks
Moisture Content:29.0%
Y (no specification provided)
Location: GT21-21,SS-4 @ 8.5'-10'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 65071,0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O O
C C O O O O t0(p O V GG
CO CO N \ c
100
I I 1 I I I I I I I I I
s0
I i I I I I I I I I I I I
s0
1 I [ I I 1 1 I I I l l l l
I I I I I I I I I I l l i i
LU 60
LL
I I I I I I I I I I [ !
Z 50 LU
I I I I I I I 1 I l l
I I I I I
I i 11 1 1 1 I I I i I 1 1
W 40
(-
30
I I 1 1 1 I I i f I l f l l
20 I I ! I ! I I I I I I I I I
! I I I I 11 I I I I l l l
10
I 1��o I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.4 0.6 4.8 14.3 79.9
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Dark Red-Brown Silt with Sand
0.375 100.0
#4 99.6
#10 99.0 Atterberg Limits
#20 97.2 PL= 30 LL= 48 PI= 18
#40 94.2
#60 90.8 Coefficients
#140 82.9 D90= 0.2261 D85= 0.1319 D60=
#200 79.9 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= ML AASHTO= A-7-5(16)
Remarks
Moisture Content:20.5%
(no specification provided)
Location: GT21-31,SS-1 @ 0'-1.5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FIG Checked By: MH

Particle Size Distribution Report
c c c � c C C pp C_ N4 mod/ o p o V o
CN
100
I I I 1 1 I l l l l l
90
1 I I I I 1 1 I Till
80
I 1 l i l I I I I I I I I
W 60
I I I ! 1 I I 1 1 1 1 1
Z 50
I I l l I I 1
cW.�
W 40
a I ! I I I I I I I I I I I I
I I I I I I ! 1 1 I I I I I
30
I I 11 1 f l I I 1 i [ I I
20
! ! I I I I I I I I I I I I
10
I I I I I I I I f 1 1 1 1 1
o I I 1 1 1 I I l 1 I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.9 12.0 26.0 61.1
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Dark Orange-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 99.1 Atterberg Limits
#20 94.2 PL= 45 LL= 52 Pl= 7
#40 87.1
#60 81.3 Coefficients
#140 67.4 D90= 0.5564 D85= 0.3469 D60=
#200 61.1 D50= D30= D15=
D10= CUE Cc=
Classification
USCS= MH AASHTO= A-5(5)
Remarks
Moisture Content:42.0%
(no specification provided)
Location: GT21-31,SS-4 @ 8.5'-10'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C
C C C C C C p6 C O �G�pp 4 7 ry
100
I I I I I ! I ITJ17
I I I I ��I�
I
so
1 1 1 I l I 1 I i l l
I I ! I I I ! I I I I I
80
I I I l l I I I ! ! ! I I
70 I I l i I I ! i I
uJ 60
I I I i 1 1 1 f I I I I l l
Z 50
w I f I I I
of
a ao
f I l l f 1 1 I I I I I I I
I I I I I I I I I 1 1 1 1 1
30
i I I I I I I I 1 I I 1 1 1
20
l ] 1 I I I I I I I I I I I
I I 1 1 1 I ! I I I I I 1 1
10
I I I I I I I I i I I I I I
p
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.1 1.6 6.4 20.8 ! 70.1
SIEVE PERCENT SPEC.* PASS? Material Description.
SIZE FINER PERCENT (X=NO) Red-Brown Sandy Silt
0.375 100.0
#4 98.9
#10 97.3
# 0 94.7 Atterber�L.imi
2 ts
# 0 9 . PL= 29 LL= 49 PI= 20
#60 86.1 Coefficients
#140 74.9 D90= 0.3774 D85= 0.2265 D60=
#200 70.1 D50= D30= D15=
D10= CU= Cc=
Classification
USCS= ML AASHTO= A-7-6(14)
Remarks
Moisture Content:20.7%
x (no specification provided)
Location: GT21-33,SS-1 @ F-2.5' Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project NO: 6507.Lo006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C a O O O
C C C C C C W O C. O O (O�pp O 't O
0M N \ ? \
100
{ I I71117
IN
' I I I
90
I i I I I 1 1 I I I I l l
! I I I 1 1 f 1 I I I I
so
I I f l l ! I I I 1 1 1 I
70 I ! I 1 1 I I I 1 I I l
I I I I I I I I I I I I I I
W 60
LL
Zso
W I I I I I l i I
W 40
1 I I ! I I I I 1 I I I I I
30
I I 11 1 I I I I I l i i l
20 I I I I I I I I I I I I
I I I I ! I I I I I I I I [
10
I 1 1 1 1 I I I I I i I l l
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand _ %Fines
Coarse Fine Coarse Medium Fine Silt Cla
0.0 0.0 1 0.0 0.0 7.9 20.7 71.4
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Orange-Brown Micaceous Elastic Silt with Sand
0.375 100.0
#4 100.0
#10 100.0
#20 99.2 Atterl�erg Limits
# 0 92.1 PL= 57 LL= 61 PI= 4
#60 87.7 Coefficients
#140 77.3 D90= 0.3341 D85= 0.1899 D60=
#200 71.4 D50= D30= D15=
D10= CU= Cc=
Classification
USCS= MH AASHTO= A-5(8)
Remarks
Moisture Content:56.6%
(no specification provided)
Location: GT21-18,SS-6 @ 18.5'-20'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
c c c � S c m o 0 Q o [c[qq g v N
100
I I I I I I l I 11 1 1 1
90
I I f l l I I 1 I I I I l E
T IT
I I I I ! I I 1 I I I I I
80 ,
1 1 I I I 11 I 1 I l ! I l
W 60
LL
I I I I I 1 1 ! I I I I I
Z 50 I I I I I I I I f
I I 1 I I I
v
W 40
I I I I I I I I I I I I I I
30
l
20
I I ! I I I I I I I I I I E
I ! I ! I I I I I I I I I
10
p 1 1 I I ] I I I
i00 10 1 0.1 0.01 0.U01
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1 0.0 0.2 15.6 38.6 45.6
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light-Brown Micaceous Silty Sand
0.375 100.0
#4 100.0
#10 99.8
# A#terber Limi
20 95.5 ts
# 0 95.2 PL= 32 LL= 46 P1= 14
#60 70.9 Coefficients
#140 51.2 D90= 0.5694 Dg5= 0.4402 D60= 0.1612
#200 45.6 D50= 0.0989 D30= D15=
D10= CUE Cc=
Classification
USCS= SM AASHTO= A-7-5(4)
Remarks
Moisture Content:47.4%
Y (no specification provided)
Location: GT21-25,SS-7 @ 23.5'-25'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: FG - - Checked By: MH

Particle Size Distribution Report
C C C. p q
C C C C C C O N M yC O O 9' M
100
I I I I I 1 1 I I I I I I
90
1 I I I 1 I I I 1 I I I I
1 I I I I I I i I I I I I I
so
W 60
Z
z 50 1 I I I I I E I I ! I
I I 1 1 11 1
v
W 40
a
I 1 1 1 1 I I f I I I 1 1 1
30
I I I I I I I I I I I I 1 1
zo 1 ! I I I I I I I I ! ! 1 1
10
1 I I l i I I I I I 1 1 1 1
01 1 1I ! 1 JI 1 1 I I l i 1 1 1
100 10 1 U 0.01 0.001
GRAIN SIZE-mm.
%,+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 i 0.0 l 0.0 0.0 4.7 40.1 55.2
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Tan-Brown Micaceous Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 100.0
# 0 99 Atterhersa Limi
2 .0 ts
# 0 9 .3 PL= 46 LL= 52 PI= 6
#60 86.5 Coefficients
#140 64.0 D90= 0.2964 D$5= 0.2336 D60= 0.0909
#200 55.2 D50= D30= D15=
D10= CUE Cc=
Classification
USCS= MR AASHTO= A-5(4)
Remarks
Moisture Content:43.4%
(no specification provided)
Location: GT21-28,SS-5 @ 13.5'-15'
Date: 11-17-21
Summit Engineering Client: HDREngineering --
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 FiVuure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C o Ca o
C C C C C C O o G 0 G G 'r cl
(O M N \ n \ Xk #
100
I I I I I I 1 ! I I I I
so
I I I I I I I I I I I I I
I I I I I I I f I I I I I
s0
I I I I 1 I I I I I I I !
70 I ! I ! 1 I ! I I I I
1 I I l l I I I 1 I I I [
W 60
z so I I 11 I 1 1 I I 1 I 1 i l
W I I I I
U I I I I I 1 [ I I I I I
W
W 40
a I I I I I I ! 1 f I I I I I
I I I I I ! I I ! I l l l l
30
20
I I 1 1 1 I I I I ! I I I I
I I ! I I I I I ! I I I I I
10
I I I I I I I I I I I I I I
o I 1 I ! l i f ! 1 f [ I f I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.6 3.0 11.1 16.5 68.8
SIEVE PERCENT SPEC" PASS? Material Description
SIZE FINER PERCENT (X=NO) Red-Brown Sandy Silt
0.375 100.0
#4 99.4
#10 96.4 Atterberg Limits
#20 91.4 PL= 29 LL= 47 Pl= 18
#40 85.3
#60 80.0 Coefficients
#140 71.8 D90= 0.7136 D85= 0.4122 D60=
#200 68.8 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= ML AASHTO= A-7-6(12)
Remarks
Moisture Content:20.0%
(no specification provided)
Location: GT21-32,SS-1 @ F-2.5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Will, South Carolina Project No: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O G G
C C C C C C O b U qOQ In O p C.
100
I I I I I I I I I I I I
90
[ I f l l I I I I I I I I
I I I I I I I I I I I I I
80
I I I I I 1 1 I I I I I I I
�o I I I l I I ! 1 I I I I
E 1 I I I l i 1 I I I I I I
Of
I I ! I I I l l
w 60
z 50 I I I I 1 1 ! 1 I I I !
I
W I I 11 ! I I I I I E f E l
W 40
! I 1 1 1 I I ! I ! I I ! I
30
I ! I I 1 I I I I ! I l l l
20
I I I I I I I I ! I I I I I
10
I I 1 1 1 I I I I I I I I I
o I I I I [ I 1 f I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
_ Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 3.7 17.2 79.1
SIEVE PERCENT SPEC:` PASS? Material Description
SIZE FINER PERCENT (X=NO) Orange-Brown Elastic Silt with Sand
0.375 100.0
#4 100.0
#10 100.0
#20 98.9 Atterlherg Limits
# 0 96.3 PL= 44 LL= 54 PI= 10
#60 93.6 Coefficients
#140 85.0 D90= 0.1590 D85= 0.1062 D60=
#200 79.1 D50= D30= D15=
D10= CU= cc-
Classification
USCS= MH AASHTO= A-5(12)
Remarks
Moisture Content:27.2%
(no specification provided)
Location: RC21-1,SS-1 @ F-2.5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering -
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O d
O O ID O � d
100 I
I I I I I l I I I I I
so
I I I I I I I 1 I 1 1 I I
1 I I I I I I I I i l l l l
so
I I I I I 1 1 I I I [ ! I I
7o I I I I I I I I I I
I I I I 1 1 I I I l l l
W 60
I I I I I 1 I I I I I
z
I I I I I
v I I I ] ! 1 1 I I I I I I I
of
W 40
a I I I I I I l I I I I I I I
I I l l l l ! I I I I I
30
I I I I I I I I 1 I I I I I
20
I I I I I I I I I I I I I I
! I I I I I I I I ! I ! ! I
10
[ l l I I I I I I I I I I
o I I I I I I I I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
ado+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.3 2.8 28.5 68.4
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light Tan-Brown Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 99.7 Atterberg_Limits
#20 98.1 PL= 55 LL= 55 Pl= NP
#40 96.9
960 94.4 Coefficients
#140 78.3 D90= 0.1796 D85= 0.1391 D60=
#200 68.4 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= MH AASHTO= A-5(4)
Remarks
Moisture Content:60.5%
(no specification provided)
Location: RC21-1,SS-6 @ 18.5'-20'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project NO: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C C O Q
C C C � C C C m O � [QJ P [4 P V N
CO Cl) N iR it 7t Vm
100
so
I I I I I 1 I I I I I I
80
I I I I I I I I I l l i l
70 I I I [ I I I 1 I I I I I
W 60
I I ! I I f I
z 50LU
I I I l l I f I
! I I I 1
I I ! 1 1 I I I I
LI 40
a
30
I 1 11 1 I I I I I I I I I
20 I I 1 1 1 I 1 I I 1 1 1
l i l I I I I I I I I I
10
I I I I ! I I I I I l l l l
0
100 10 1 0.1 0.01 4.DD1
GRAIN SIZE -mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse��22.5
dium Fine Silt Clay
0.0 0.0 4.7 6.7 27.1 39.0
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light-Brown Clayey Sand
0.375 100.0
#4 95.3
#10 88.6
#20 77.6 Atterberill Limits
# 0 77.1 PL= 18 LL= 27 PI= 9
#60 57.2 Coefficients
#140 43.4 D90= 2.3271 D85= 1.4490 D60= 0.2950
#200 39.0 D50= 0.1629 D30= D15=
D10= CU= Cc=
Classification
USCS= Sc AASHTO= A-4(0)
Remarks
Moisture Content: 17.2%
(no specification provided)
Location: RC21-11A,SS-2 @ 3.5'-5'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft, Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG - Checked By: MH

Particle Size Distribution Report
c o 0 0
c c c c o N M o 0 o v N
c c (�pp
�O a] N w � # •lC # � at Yt Xt #
100
I I I I I I I II 1 1 I 1 1 1
90
i I I I I I I I I I I I 1 1
I I 11 1 ! I I IN, I I 11 1
80
I ! I ! I I I I I I I I !
! I I I I 1 1 I I I I I I
w 60
LL
I i l l I I I I I I I l
z so I I I [ I ! I I I I I I
w I I I I I I I I
0
a 40 I ! I l l I I I I I I I I
I I I I I l I I ! l l l l
30
20 ! 1 11 I I I I 1 I 11 1
I I I I I I I I I I I I I !
10
I I I I I ! ! I ! I I I I I
o I I I I I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.3 2.1 19.1 42.5 36.0
SIEVE PERCENT SPEC.* PASS? Material Desc3riotion
SIZE FINER PERCENT (X=NO) Dark-Brown Micaceous Silty Sand
0.375 100.0
#4 99.7
#10 97.6 Atterberg Limits
#20 90.0 PL= NP LL= NP PI= NP
#40 78.5
#60 65.3 Coefficients
#140 43.7 D90= 0.8468 D85= 0.5975 D60= 0.2044
#200 36.0 D50= 0.1381 D30= D15=
D10= Cu= Cc=
Classification
USCS= SM AASHTO= A-4(0)
Remarks
Moisture Content: 32.6%
(no specification provided)
Location: RC21-1IA,SS-4 @ 8.5'-10'
Date: 11-17-21
Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
O
C C O Q
O O vQ Om Q � v
CO M N it 3t it
100
I I I I I Ilull
I I l l l l
90
! I I I I 1 1 I I I I I I I
1 1 1 1 1 1 I I I I I I I
80
I I ! I I I E I ! I I I I I
70 I I I I I ! ! I I I I
I I I I I ! I I I I I I I I
W 60
I ! I I I I I I I I I I I
Z 50 ! I I I I I 1 1 1
W ! 1 I I I I I I
W 40
a
I I I I I I I I I I I I I I
30
I ! l E l I I I I I f f ! f
20
I I I ! 1 1 I ! I I I I I
I I l f I I I I I I I I I
10
0 I l l I ! I I I I I
100 10 1 0.1 0.01 0,001
GRAIN SIZE-mm.
%+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.3 2.3 i 35.9 { 23.7 37.8
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Grey-Brown Silty Sand
0.375 100.0
#4 99.7
#10 97.4
20 � 79.4 Atteri�erg Limits
#
# 0 61. PL= NP LL= NP PI= NP
#60 51.6 Coefficients
#140 40.9 D90= 1.3017 D85= 1.0540 D60= 0.3975
#200 37.8 D50= 0.2246 D30= D15=
D10= CU= Cc=
Classification
USCS= SM AASHTO= A-4(0)
Remarks
Moisture Content: 8.9%
(no specification provided)
Location: GT21-26,SS-1 @ 0'-1.5'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
c a o 0 0
co
100
I I I I I I I I I I I I I
90
1 I ! I I I I 1 I I I I I I
1 1 f l l 11 1 I I I I I
$o
I I i l l 1 1 I I I 1 1 1
70 I ! I I I I I ! 1 1 !
I I I I ! I ! I I l l l l l
W 60
LL
Z 50 I I ! l l I I
w I I I
W 40
a I I I l i I I I i I I I I I
1 I I I I I I i I I I I I I
30
I I I I I I I I I ! I I I I
20 I I 1 1 1 1 1 I I 1 I 1 1 1
I I I I I I I I 1 I I I I I
10
I I I I I I I I I I I I I I
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%+3„ %Gravel %Sand %Fines
_Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.5 2.4 13.9 29.0 53.2
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Dark Red-Brown Sandy Lean Clay
0.375 100.0
#4 98.5
#10 96.1
#20 89.8 Atterberg_Limits
# 0 82.2 PL= 23 LL= 35 PI= 12
460 74.4 Coefficients
#140 58.5 D90= 0.8694 D85= 0.5347 D60= 0.1156
#200 53.2 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= CL AASHTO= A-6(4)
Remarks
Moisture Content: 13.3%
(no specification provided)
Location: RC21-3,SS-1 @ F-2.5'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Fi ure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O o
n o 0 0 0 _v o
(D M N \ C n n # # # # #
100
I I I 11 I I I I [ 11 1
90
I I I I I I I I I I I I I I
a0
1 E I ! I ! I I I I I f
I I I I I 1 1 I I I I I I I
I I I 1 I I I I I I
W 60
Z 50 I I I I I ! I I 1 I I
! ! ! 1 I I
0
LL 40
a !
I I I I I I I I I i l l l l
30
I I I I I I I I I I I ! I ]
20 I I I I I I I 1 I I I I
I I I I I ! I I I E I ! I I
10
[ I I I I I I I ! I I I I I
o I l l ! I 1 I I 1
100 16 1 0.1 0.01 0,001
GRAIN SIZE-mm.
%.+3„ %Gravel %Sand %.Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 3.1 45.2 51.7
SIEVE PERCENT SPEC." PASS? Material Description
SIZE FINER PERCENT (X=NO) Yellow-Brown Sandy Silt
0.375 100.0
#4 100.0
#10 100.0
# 0 99 Atterl3er Limi
2 .0 ts
# 0 96.9 PL= NP LL= NP Pl= NP
#60 89.3 Coefficients
#140 62.7 D90= 0.2587 D85= 0.2111 D60= 0.0975
#200 51.7 D50= D30= D15=
D10= Cu= Cc=
Classification
USCS= ML AASHTO= A-4(0)
Remarks
Moisture Content: 54.9%
(no specification provided)
Location: RC21-1,SS-7 @ 23.5'-25'
Date: 11-17-21
Summit Engineering Client: HDREngineering -
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.1,0006 Figure
Tested By: FIG Checked By: MH

Consolidation Test Report
-4
4 �
8
12
c 16
U
Q
a 20
24
28
32 _77
36 77 2 .5 1 2 5 10 20
Applied Pressure- ksf
Coefficients of Consolidation and Secondary Consolidation
No. Load Cv Ca No. Load Cv Ca No. Load CV Ca
(ksf) (in.2/sec.) I (ksf) (in.2/sec.) (ksf) (in.2/sec.)
2 0.25 0.0031 12 . 4.00 0.0044
3 0.50 0.0093 13 8.00 0.0042
4 1.00 0.0028 14 16.00 0.0061
5 2.00 0.0026 15 32.00 0.0029
6 1.00 0.0051 16 16.00 0.0049
7 0.50 0.0027 17 4.00 0.0013
8 0.25 0.0036 18 1.00 0.0007
9 0.50 0.0024 19 0.25 0.0004
10 1.00 0.0102
]1 1 2.00 0.0012
Natural Dry Dens. LL PI Sp. Overburden Pc cc Cr Swell Press. Heave e
°
Sat. Moist. (pcf) Gr. (ksf) (ksf) (ksf) %
92.9% 61.8% 37.2 59 1 2.70 6.36 0.83 0.04 1.797
MATERIAL DESCRIPTION USCS AASHTO
Light-Brown Micaceous Silty Sand SM A-5(0)
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-1 @ 15'-17'
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-1 @ 15'-17'
t90 190
00078 Load#2 0030 Load#3
0.25 ksf 0.50 ksf
00082 C,@ 1.15 min.- .0032 CV @ 0.38 min.=
0.0031 i0fsec. 0.0093 in,21w.
000es 0034
.00090 .0036
00094 .0038
c �
C �
N .00098 N .0040
N �
.00102 .0042
.00106 .0044
00110 .0046
i
.00114 .0048
00116 0.00 125 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50 .0050 0.00 125 2.50 3.75 5.00 6.25 1.50 8 75 10.00 11.25 12.5
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
t90 190
.0112 Load#4 .02498 Load#5
1.00 ksf 2.00 ksf
.0116 c,@ 122 min.= .02573 C,@ 1.29 min.=
n.OD28 UL21sm. 0.0026 in.2/sec.
.0120 .02648
.0124 .02723
--.0126 --.02798
C C
C S
.0132 N .02873
_N 6
.0136 .02948
.0140 .M23
.0144 .03098
�y
.0148 .03173
1
0152 0 4 8 12 16 20 24 28 32 36 40 .03246❑ 2 4 6 8 10 12 14 16 18 21
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.1,0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-1 @ IY-17'
tiso Iga
.029175 Load#6 02684 Load#7
1.00 ksf 0.50 ksf
029100 C,@0.65 min.= 02669' C1,@ 1.25 min.=
0.0051 in.21sec. O.OM7 in.2/sec.
.029025 .02W
.028950 .02639
i
028875 --.02624
� c
C C
-028800 .02609
of
t0 m
.028725 .02594
.028650 .02579
.025575 .02564
.028500 .0Z549
.028425 0 2 4 6 8 10 12 14 16 18 20 'O?W 0.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 1125 12.5
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
190 190
.0240 Load#8 .02278 Load#9
0.25 ksf 0.50 ksf
0238 10.0036
v @ 0.93 min= .02283 C,@ 1.39 min=
in.2/sec. 0.0024 in.24sec.
.0236 .02288
I
.0234 .02293 -
--.0232 --.02298
C C
C C
.0230 .02303
6 m
0228 O .02308
.0228 .02313
.0224 .02318
.0222 .02323
.0220 0.0 2-5 5-0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 26.0 -Q2328 0-0 2.5 5.0 7.5 10.0 125 15.0 17.5 20.0 22.5 25.0
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-1 @ 151-17'
.024752 190 Load#10 .03020 t90
Lad#11
.024827 1.00 ksf 2.00 ksf
Cv @ 0.33 min .03045 Cy @ 2.72 m
i =
.024902 0.0102 in2lsc. .03070 0.0012 i21c.
.024977 .03095 Load
-�.025052 --.03120
C C
C C
.025127 .03145
of
m m
.025202 .03170
.025277 .03195
.025352 .03220
.025427 .03245
.025502 MOD 1.25 2.50 3.75 5.00 6.25 7.50 5.75 10.00 i 7.25 12.50 .03270 6 2 4 8 8 10 12 14 1$ 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
190 190
.05444 Load#12 .105 Load#13
4.00 ksf 8.00 ksf
.05569 C„@ 0.71 min.= .108 Cv @ 0.66 min=
0.0044 in?lsec. 0.0042[Olsec.
.05694 .111
.05819 .114
.-.05944 .117
C C
� C
.06069 .120
N W_
06194- i5 .123
.06319 .126
A6444 .129
¢6569 .132
.06694 0 2 4 8 F 10 12 14 16 16 20 -135 0 4 8 12 16 20 24 28 32 -.6 4.
Square Root of Elapsed Time(min) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-I @ 15--17-
�sD tsD
.1467 Load#14 .13 Load#15
16.00 ksf 32.00 ksf
.1542 C„@ 0.39 min.- .15 C1,@ 0.75 min.=
0.006I i0lsee_ 0.0029 in-2/sec.
.1617 .17
.1692 .19
-.1767
c c
c c
.1842 .23
of of
m m
.1917 .25
.1492 .27
.2067 .29
.2142 .31
2217 D.00 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50 '33 0 2 4 8 8 10 12 14 16 18
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
t90 too.292 Load#16 .281 Load#17
16.00 ksf 4.00 ksf
291 �,@ 0.36 min.= ,279 Cv®1.50 min=
C
10,0049 in.2IseC. 0.0013 im2lsec.
.290 277
zw 275 -
288 .273
c c
c c
.287 .271
m An
.286 0 .269 -
.285 .267
.294 .265
t4++1 LI, �] I I
'283 .263
.282 0 2 6 8 10 12 14 16 is 20 261 0 3 6 9 12 15 18 21 24 27 30
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs, Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-1 @ 15'-17'
tgp tsp
.266 Load#18 249 Load#19
1.00 ksf 0.25 ksf
.264 G,Q4 2.70 min.= 247 Cv @ 5.39 min.—
0.0007 in-2/sec. 0.0004 in.2isee.
777-7
.262 .245 —
.260 .243
-..258 --.241
C C
.256 m 339
.254 .237
.252 .235
.250 .233
.246 .231
.246 0 2 4 6 8 10 12 14 i6 18 2p .229 0 4 a 12 18 20 24 26 32 s8 40
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

CONSOLIDATION TEST DATA
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County, North Carolina
Project Number: 6507 .L0006
Sample Data
Source:
Sample No. :
Elev. or Depth: Sample Length(in. /cm. ) :
Location: GT21-19, ST-1 @ 15 ' -17 '
Description: Light-Brown Micaceous Silty Sand
Liquid Limit: 59 Plasticity Index: 1
USCS: SM AASHTO: A-5 (0) Figure No. :
Testing Remarks:
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 125 . 66 g. Consolidometer # = 1 Wet w+t = 106. 38 g.
Dry w+t = 77 . 66 g. Dry w+t = 77 . 66 g.
Tare Wt. _ . 00 g. Spec. Gravity = 2 . 70 Tare Wt. _ . 00 g.
Height = 1 . 00 in. Height = 1 . 00 in.
Diameter = 2 . 50 in. Diameter = 2 . 50 in.
Weight = 77 . 66 g. Defl. Table = 1
Moisture = 61. 8 o Ht. Solids = 0 . 3576 in. Moisture = 37 . 0 %
Wet Den. = 60 . 3 pcf Dry Wt. = 48 . 00 g. Dry Wt. = 77 . 66 g. *
Dry Den. = 37 . 2 pcf Void Ratio = 1 . 797 Void Ratio = 1. 135
Saturation = 92 . 9 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
start 0 . 00000 1 . 797
0 . 10 0 . 00000 0 . 00000 1 . 797 0 . 0 Swell
0 . 25 0 . 00190 0 . 00080 0 . 0031 1 . 794* 0 . 1 Comprs . *
0 . 50 0 . 00630 0 . 00160 0 . 0093 1 . 785* 0 . 4 Comprs . *
1 . 00 0 . 01780 0 . 0031 . 0 . 0028 1 . 760* 1. 3 Comprs . *
2 . 00 0 . 03550 0 . 00490 0 . 0026 1 . 716* 2 . 9 Comprs . *
1 . 00 0 . 03330 0 . 00480 0 . 0051 1. 716* 2 . 9 Comprs . *
0 . 50 0 . 02980 0 . 00430 0 . 0027 1 . 724* 2 . 6 Comprs . *
0 . 25 0 . 02620 0 . 00390 0 . 0036 1 . 732* 2 . 3 Comprs . *
0 . 50 0 . 02710 0 . 00390 0 . 0024 1 . 732* 2 . 3 Comprs. *
1. 00 0 . 02980 0 . 00440 0 . 0102 1 . 726* 2 . 5 Comprs . *
2 . 00 0 . 03760 0 . 00530 0 . 0012 1. 709* 3. 1 Comprs . *
4 . 00 0 . 07290 0 . 00700 0 . 0044 1 . 624* 6. 2 Comprs . *
8 . 00 0 . 13850 0 . 00930 0 . 0042 1 . 459* 12. 1 Comprs . *
- Summit Engineering

Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
16. 00 0 . 21760 0 . 01180 0 . 0061 1 . 244* 19 . 7 Comprs . *
32 . 00 0 . 30720 0 . 01420 0 . 0029 0 . 996* 28 . 6 Comprs . *
16. 00 0 . 29630 0 . 01330 0 . 0049 1. 002* 28 . 4 Comprs . *
4 . 00 0 . 27410 0 . 01080 0 . 0013 1 . 051* 26. 7 Comprs . *
1 . 00 0 . 25490 0 . 00800 0 . 0007 1. 097* 25. 0 Comprs . *
0 . 25 0 . 23640 0 . 00660 0 . 0004 1. 135* 23 . 7 Comprs . *
*CALCULATED USING D100 INSTEAD OF FINAL READING
Cc = 0 . 83 Pc = 6. 36 ksf Cr = 0 . 04
Pressure: 0 .25 ksf TEST READINGS Load No. 2
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00000 11 60 . 00 0 . 00190
2 0 . 10 0 . 00170
3 0 . 25 0 . 00175
4 0 . 50 0 . 00180
5 1 . 00 0 . 00185
6 2 . 00 0 . 00190
7 4 . 00 0 . 00190
8 8 . 00 0 . 00190
9 15 . 00 0 . 00190
10 30 . 00 0 . 00190
Void Ratio = 1 . 794 Compression = 0 . 1 % >>> CALCULATED USING D100
DO = 0 . 00082 D90 = 0 . 00106 D100 = 0 . 00109
Cv at 1 .2 min. = 0 . 0031 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 3
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00190 11 60 . 00 0 . 00630
2 0 . 10 0 . 00520
3 0 . 25 0 . 00550
4 0 . 50 0 . 00560
5 1 . 00 0 . 00570
6 2 . 00 0 . 00580
7 4 . 00 0 . 00590
8 8 . 00 0 . 00610
9 15. 00 0 . 00620
10 30 . 00 0 . 00623
Void Ratio = 1 . 785 Compression = 0 . 4 % >>> CALCULATED USING D100
D0 = 0 . 00308 D90 = 0 . 00395 D100 = 0 . 00405
Cv at 0 . 4 min. = 0 . 0093 in. 2/sec.
Summit Engineering

Pressure: 1 . 00 ksf TEST READINGS Load No. 4
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00630 11 60 . 00 0 . 01710
2 0 . 10 0 . 01510 12 120 . 00 0 . 01740
3 0 . 25 0 . 01550 13 240 . 00 0 . 01760
4 0 . 50 0 . 01580 14 480 . 00 0 . 01770
5 1 . 00 0 . 01600 15 720 . 00 0 . 01780
6 2 . 00 0 . 01610
7 4 . 00 0 . 01630
8 8 . 00 0 . 01650
9 15 . 00 0 . 01670
10 30 . 00 0 . 01690
Void Ratio = 1.-760 Compression = 1 . 3 % >>> CALCULATED USING D100
Do = 0 . 01169 D90 = 0 . 01293 D100 = 0 . 01306
Cv at 1 .2 min. = 0 . 0028 in. 2/sec.
Pressure: 2 .00 ksf TEST READINGS Load No. 5
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 01780 11 60 . 00 0 . 03540
2 0 . 10 0 . 03190 12 120 . 00 0 . 03550
3 0 . 25 0 . 03270
4 0 . 50 0 . 03310
5 1 . 00 0 . 03350
6 2 . 00 0 . 03380
7 4 . 00 0 . 03420
8 8 . 00 0 . 03440
9 15. 00 0 . 03480
10 30 . 00 0 . 03510
Void Ratio = 1. 716 Compression = 2 . 9 % >>> CALCULATED USING D100
D0 = 0 . 02649 D90 = 0 . 02870 D100 = 0 . 02894
Cv at 1 .3 min. = 0 . 0026 in. 2/sec.
Pressure: 1 . 00 ksf TEST READINGS Load No. 6
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03550 11 60 . 00 0 . 03330
2 0 . 10 0 . 03370 12 120 . 00 0 . 03330
3 0 . 25 0 . 03360
4 0 . 50 0 . 03350
5 1. 00 0 . 03350
6 2 . 00 0 . 03340
7 4 . 00 0 . 03340
8 8 . 00 0 . 03340
9 15 . 00 0 . 03340
10 30. 00 0 . 03330
Void Ratio = 1. 716 Compression = 2 . 9 % >>> CALCULATED USING D100
D0 = 0 . 02906 D90 = 0 . 02870 D100 = 0 . 02866
Cv at 0 . 7 min. = 0 . 0051 in. 2/sec.
Summit Engineering

Pressure: 0 .50 ksf TEST READINGS Load No. 7
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03330' 11 60 . 00 0 . 02980
2 0 . 10 0 . 03060
3 0 . 25 0 . 03050
4 0 . 50 0 . 03040
5 1. 00 0 . 03030
6 2 . 00 0 . 03030
7 4 . 00 0 . 03020
8 8 . 00 0 . 03010
9 15. 00 0 . 03000
10 30 . 00 0 . 02990
Void Ratio = 1 . 724 Compression = 2 . 6 % >>> CALCULATED USING D100
DO = 0 . 02643 D90 = 0 . 02600 D100 = 0 . 02595
Cv at 1 .3 min. = 0 . 0027 in. 2/sec.
Pressure: 0 .25 ksf TEST READINGS Load No. 8
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02980 11 60 . 00 0 . 02640
2 0 . 10 0 . 02740 12 120 . 00 0 . 02630
3 0 . 25 0 . 02730 13 240 . 00 0 . 02620
4 0 . 50 0 . 02710
5 1 . 00 0 . 02700
6 2 . 00 0 . 02690
7 4 . 00 0 . 02690
8 8 . 00 0 . 02680
9 15. 00 0 . 02660
10 30 . 00 0 . 02650
Void Ratio = 1. 732 Compression = 2 . 3 % >>> CALCULATED USING D100
DO = 0 . 02376 D90 = 0 . 02311 D100 = 0 . 02304
Cv at 0 . 9 min. = 0 . 0036 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 9
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02620 11 60 . 00 0 . 02710
2 0 . 10 0 . 02680 12 120 . 00 0 . 02710
3 0 . 25 0 . 02680 13 240 . 00 0 . 02710
4 0. 50 0 . 02685
5 1. 00 0 . 02690
6 2 . 00 0 . 02690
7 4 . 00 0 . 02695
8 8 . 00 0 . 02700
9 15 . 00 0 . 02700
10 30 . 00 0 . 02710
Void Ratio = 1 . 732 Compression = 2 . 3 % >>> CALCULATED USING D100
DO = 0 . 02284 D90 = 0 . 02300 D100 = 0 . 02302
Cv at 1 .4 min. = 0 . 0024 in. 2/sec.
Summit Engineering

Pressure: 1 .00 ksf TEST READINGS Load No. 10
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02710 11 60 . 00 0 . 02980
2 0 . 10 0 . 02940
3 0 . 25 0 . 02950
4 0 . 50 0 . 02950
5 1 . 00 0 . 02950
6 2 . 00 0 . 02960
7 4 . 00 0 . 02960
8 8 . 00 0 . 02970
9 15 . 00 0 . 02970
10 30 . 00 0 . 02980
Void Ratio = 1 . 726 Compression = 2 . 5 % >>> CALCULATED USING D100
D0 = 0 . 02483 D90 = 0 . 02510 D100 = 0 . 02513
Cv at 0 .3 min. = 0 . 0102 in. 2/sec.
Pressure: 2 . 00 ksf TEST READINGS Load No. 11
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02980 11 60 . 00 0 . 03740
2 0 . 10 0 . 03590 12 120 . 00 0 . 03760
3 0 . 25 0 . 03610
4 0 . 50 0 . 03620
5 1. 00 0 . 03640
6 2 . 00 0 . 03660
7 4 . 00 0 . 03670
8 8 . 00 0 . 03690
9 15 . 00 0 . 03700
10 30 . 00 0 . 03720
Void Ratio = 1 . 709 Compression = 3 . 1 % >>> CALCULATED USING D100
D0 = 0 . 03045 D90 = 0 . 03134 D100 = 0 . 03144
C. at 2 .7 min. = 0. 0012 in. 2/sec.
Pressure: 4 .00 ksf TEST READINGS Load No. 12
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03760 11 60 . 00 0 . 07230
2 0 . 10 0 . 06490 12 120 . 00 0 . 07290
3 0 . 25 0 . 06690
4 0 . 50 0 . 06790
5 1 . 00 0 . 06870
6 2 . 00 0 . 06950
7 4 . 00 0 . 07010
8 8 . 00 0 . 07060
9 15 . 00 0 . 07120
10 30 . 00 0 . 07180
Void Ratio = 1. 624 Compression = 6. 2 % >>> CALCULATED USING D100
D0 = 0 . 05570 D90 = 0 . 06126 D100 = 0 . 06188
C. at 0 .7 min. = 0 . 0044 in. 2/sec.
Summit Engineering

Pressure: 8 . 00 ksf TEST READINGS Load No. 13
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 07290 11 60 . 00 0 . 13540
2 0 . 10 0 . 12060 12 120 . 00 0 . 13630
3 0 . 25 0 . 12580 13 240 . 00 0 . 13710
4 0 . 50 0 . 12800 14 480 . 00 0 . 13780
5 1. 00 0 . 12950 15 720 . 00 0 . 13820
6 2 . 00 0 . 13070 16 960 . 00 0 . 13850
7 4 . 00 0 . 13190
8 8 . 00 0 . 13290
9 15. 00 0 . 13370
10 30 . 00 0 . 13460
Void Ratio = 1 . 459 Compression = 12 . 1 % >>> CALCULATED USING D100
D0 = 0 . 10598 D90 = 0 . 11925 D100 = 0 . 12072
Cv at 0 . 7 min. = 0. 0042 in. 2/sec.
Pressure: 16 .00 ksf TEST READINGS Load No. 14
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 13850 11 60 . 00 0 . 21760
2 0 . 10 0 . 19230
3 0 . 25 0 . 20320
4 0 . 50 0 . 20740
5 1 . 00 0 . 20990
6 2 . 00 0 . 21180
7 4 . 00 0 . 21310
8 8 . 00 0 . 21440
9 15. 00 0 . 21540
10 30 . 00 0 . 21650
Void Ratio = 1. 244 Compression = 19 . 7 % >>> CALCULATED USING D100
D0 = 0 . 16174 D90 = 0 . 19391 D100 = 0 . 19748
Cv at 0 .4 min. = 0 . 0061 in. 2/sec.
Pressure: 32 .00 ksf TEST READINGS Load No. 15
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 21760 11 60 . 00 0 . 30600
2 0 . 10 0 . 21940 12 120 . 00 0 . 30720
3 0 . 25 0 . 24550
4 0 . 50 0 . 28100
5 1 . 00 0 . 29270
6 2 . 00 0 . 29790
7 4 . 00 0 . 30070
8 8 . 00 0 . 30240
9 15 . 00 0 . 30390
10 30 . 00 0 . 30490
Void Ratio = 0 . 996 Compression = 28 . 6 % >>> CALCULATED USING D100
D0 = 0 . 15426 D90 = 0 . 27314 D100 = 0 . 28635
Cv at 0 .7 min. = 0 . 0029 in. 2/sec.
- - Summit Engineering

Pressure: 16.00 ksf TEST READINGS Load No. 16
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 30720 11 60 . 00 0 . 29640
2 0 . 10 0 . 30010 12 120 . 00 0 . 29630
3 0 . 25 0 . 29820
4 0 . 50 0 . 29770
5 1. 00 0 . 29730
6 2 . 00 0 . 29710
7 4 . 00 0 . 29690
8 8 . 00 0 . 29670
9 15. 00 0 . 29660
10 30 . 00 0 . 29650
Void Ratio = 1. 002 Compression = 28 . 4 % >>> CALCULATED USING D100
D0 = 0 . 29007 D90 = 0 . 28465 D100 = 0 . 28405
Cv at 0 .4 min. = 0 . 0049 in. 2/sec.
Pressure: 4 .00 ksf TEST READINGS Load No. 17
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 29630 11 60 . 00 0 .27500
2 0 . 10 0 . 28520 12 120 . 00 0 . 27480
3 0 . 25 0 . 28300 13 240 . 00 0 . 27440
4 0 . 50 0 . 28120 14 480 . 00 0 . 27410
5 1 . 00 0 . 27930
6 2 . 00 0 . 27780
7 4 . 00 0 . 27690
8 8 . 00 0 . 27630
9 15 . 00 0 . 27580
10 30 . 00 0 . 27550
Void Ratio = 1. 051 Compression = 26. 7 % >>> CALCULATED USING D100
D0 = 0 . 27674 D90 = 0 . 26769 D100 = 0 . 26668
Cv at 1 .5 min. = 0 . 0013 in. 2/sec.
Pressure: 1 . 00 ksf TEST READINGS Load No. 18
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 27410 11 60 . 00 0 . 25540
2 0 . 10 0 . 26960 12 120 . 00 0 . 25490
3 0 . 25 0 . 26720
4 0 . 50 0 . 26510
5 1. 00 0 . 26270
6 2 . 00 0 . 26030
7 4 . 00 0 . 25860
8 8 . 00 0 . 25740
9 15 . 00 0 . 25670
10 30 . 00 0 . 25590
Void Ratio = 1 . 097 Compression = 25. 0 % >>> CALCULATED USING D100
D0 = 0 . 26354 D90 = 0 . 25164 D100 = 0 . 25031
Cv at 2 .7 min. = 0 . 0007 in. 2/sec.
- Summit Engineering

Pressure: 0 .25 ksf TEST READINGS Load No. 19
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 25490 11 60 . 00 0 . 24020
2 0 . 10 0 . 25270 12 120 . 00 0 . 23910
3 0 . 25 0 . 25150 13 240 . 00 0 . 23820
4 0 . 50 0 .25020 14 480 . 00 0 . 23700
5 1. 00 0 . 24860 15 720 . 00 0 . 23670
6 2 . 00 0 . 24680 16 960 . 00 0 . 23640
7 4 . 00 0 .24490
8 8 . 00 0 .24350
9 15. 00 0 . 24230
10 30 . 00 0 . 24120
Void Ratio = 1 . 135 Compression = 23 . 7 % >>> CALCULATED USING D100
DO = 0 . 24710 D90 = 0 . 23776 D100 = 0 . 23672
Cv at 5. 4 min. = 0 . 0004 in. 2/sec.
- - Summit Engineering

Consolidation Test Report
-4
4 1 T
8
c 12
c 16
U
U
d 20
24
28
32
36 i 2 5 1 2 5 10 20
Applied Pressure-ksf
Coefficients of Consolidation and Secondary Consolidation
Load C Load C Load Cv C
No. (ksf) (in.2/sec.) Ca No. (ksf) (in.2/sec.) Ca No. (ksf) (in.2/sec.) a
2 0.25 0.0038 12 4.00 0.0046
3 0.50 0.0049 13 8.00 0.0042
4 1.00 0.0027 14 16.00 0.0033
5 2.00 0.0048 15 32.00 0.0027
6 1.00 0.0011 16 16.00 0.0026
7 0.50 0.0031 17 4.00 0.0012
8 0.25 0.0087 18 1.00 0.0011
9 0.50 0.0050 19 0.25 0.0004
10 1.00 0.0050
11 2.00 0.0076
Natural Dry Dens. Sp. Overburden Pc Cc Cr Swell Press. Heave e°
Sat. Moist. (pcf) LL PI Gr. (ksf) (ksf) (ksf) %
94.9% 69.1 % 56.8 68 4 2.70 3.58 0.83 0.04 1.965
MATERIAL DESCRIPTION USCS AASHTO
Light-Brown Micaceous Silty Sand SM A-5(2)
Project No. 6507.L0006 Client: HDR Engineering (Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19, ST-2 @ 18'-20'
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-2 Q 18'-20'
190 t90
0019 Load#2 0070 Load#3
0.25 ksf 0.50 ksf
0021 Cv @ 0.93 min= 0074 Cv @ 0.71 m
in.=L
0,0039 is 71s%. 0.0049 in.21W-
.0023 .0078
.0025 .0082
.0027 .0086
c �
c c
.0029 =90
l
.0031 .0094
.0033 .0056
a
,pa35 .0102
.0037 .0106
.00390A0 1.25 2-50 3-75 5.00 6.25 TO 8.75 10.00 11-25 12.50 .01100.00 5.25 2.50 3.75 5"00 6,25 7.50 8.75 10.00 11.25 12"5
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
-0180 Load#4 .03350 Load#5
1.00 ksf 2.00 ksf
0185 Cv @ 1.26 min.= 03475 C,@ 0.67 min.=
0.0027 i0fsm. a.OW(n.zrsec.
.0190 .03600
.0195- .03725
--.0200 --.03850
c �
c
m
.0205 .03975
.0210 .04100
.0215 .04225
.0220 .04350 1
.0225 .04475
17-T
0230 0 4 8 12 16 20 24 28 32 36 40 64800 0 2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-2 @ 18r-20'
tsn �90
.04165 Load#6 03934 Load#7
1.00 ksf 0.50 ksf
.04160 CY @ 2.99 min.= .03919 C�,@ 1.07 min=
0.0011 in 2lseC. 0.0031 is 21acc.
.04155 .0390#
.0415G 03899
.04145 --.03874
C C
C C
m •04140 .03859
of
m
.04135 - .03844
.04130 .03829 N\
.04125 .03814
.04120 .03799
.04115 0 2 4 6 8 10 12 14 16 18 20 .03784 ow 1.25 2.50 3.75 5.00 6-a 7.50 8.75 10.00 1"5 12.
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
190 t90
.03674 Load#8 .03498 Load#9
0.25 ksf 0.50 ksf
03649 CY @ 0.38 min= .03502 C�,r@ 0.65 min=
0.0%7 in.2/sec. 0.0050 in.2/sec.
03624 .03506
.03599 .03510
-� 03574 --.03514
c �
c f
m
03549 .03518
o
_m m
.03524 0 .03522
.03499 .03526
.03474 .03530
.03449 .03534
f -
.03424 0 2 4 6 8 10 12 14 16 18 20 .03538 0 0 2.5 5.0 7.6 10.0 12.5 15.0 17.5 20.0 22.5 25.0
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-2 @ 18'-20'
tso tso
.0371 Load#10 .0425 Load#11
1.00 ksf 2.00 ksf
.0372 CY @ 0.65 min.= .0429 CV®0.43 min.=
0.0050 ia27see. 0.0076 in,2/sec.
.0373 .0433
.0374 .0437
--.0375 --.0441
c �
.0376 .0445
m �
.0377 .0449
.0378 •0453
.0379 .0457
.0380 .0461
.0381 0.00 1.25 2.50 3.75 5.00 .50 6.25 7.50 0.75 10.00 11.25 12 ,0465 0 2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Igo t90
066 Load#12 10B8 Load#13
4.00 ksf 8.00 ksf
.069 C,@ 0.66 min= .1143 Cy @ 0.63 min=
0.0046 in_21sec. OkO42 in.21sec.
072 .1218
.075 .1292
-.078- -.1368
c 5
c_ c
m
.081 1443
w of
m �
084 .1518
087 .1593
090 .1668
093 .1743
.096 0 2 4 S 8 10 12 14 16 18 20 181807 8 12 16 20 24 28 32 36 47
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-2 @ 18'-20'
Aso 1so
1799 Load#14 217 Load#15
16.00 ksf 32.00 ksf
,1874 �O.0033
@ 0.67 min.= 2290 Cv @.0.69 min=
i:x2lsec. O.M in.2/sec.
.1949 .2424
.2024 .2549
2099 .2674
.2174 .2799
of of
2249 .2924
.2324 .3049
.2399 .3174
2474 .3299
.2549 0 2 4 6 8 10 12 14 16 18 20 .3424 0 2 4 6 a 10 12 14 16 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
190 t90
3266 Load#16 .31945 Load#17
16.00 ksf 4.00 ksf
3264 v @ 0.63 min.= .31820 rtv @ 1.35 min=
C
10.002d in.21sec. 0.0012 in;V=.
.3262 .31695
.3260 .31570
.3258 --.31445
C C
[� C
.3256 w .31320
.3254 .31195
.3252 .31070
.3250 .30945
Me .30820-
.3246 0 2 4 6 8 10 12 14 10 18 20 •30695 0 4 8 12 16 20 24 28 32 36 40
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-2 W-20'
Igo tsD
.3135 Load#18 293 Load#19
1.00 ksf 0.25 ksf
.3110 Cv @ 1.52 min= .291 Cv®4.89 nliny
D.DOI l in.2l . 0.0004 in.2lM
.3D85 .289
.3060 .267
--.3035 .285
c c
c c
.3010 .283
_m m
.2985 — 281
.2960 279
.2835 .277
.291D 275
—�
.2885 D 2 4 6 8 10 12 14 18 16 2D 2730 5 10 15 20 25 30 35 40 45
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, south Carolina Figure

CONSOLIDATION TEST DATA
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County, North Carolina
Project Number: 6507 .L0006
Sample Data
Source:
Sample No. :
Elev. or Depth: Sample Length(in./cm. ) :
Location: GT21-19, ST-2 @ 18 ' -20 '
Description: Light-Brown Micaceous Silty Sand
Liquid Limit: 68 Plasticity Index: 4
USCS: SM AASHTO: A-5 (2) Figure No. :
Testing Remarks:
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 123 . 86 g. Consolidometer # = 2 Wet w+t = 107 . 40 g.
Dry w+t = 73 . 25 g. Dry w+t = 73 . 25 g.
Tare Wt. _ . 00 g. Spec. Gravity = 2 . 70 Tare Wt. _ . 00 g.
Height = 1 . 00 in. Height = 1 . 00 in.
Diameter = 2 . 50 in. Diameter = 2 . 50 in.
Weight = 123 . 86 g. Defl. Table = 2
Moisture = 69. 1 % Ht. Solids = 0 . 3373 in. Moisture = 46. 6 %
Wet Den. = 96. 1 pcf Dry Wt. = 73 . 25 g. Dry Wt. = 73 . 25 g. *
Dry Den. = 56. 8 pcf Void Ratio = 1 . 965 Void Ratio = 1. 134
Saturation = 94 . 9 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
start 0 . 00000 1 . 965
0 . 10 0 . 00000 0 . 00000 1 . 965 0 . 0 Swell
0 . 25 0 . 00430 0 . 00080 0 . 0038 1 . 957* 0 . 3 Comprs . *
0 . 50 0 . 01140 0 . 00150 0 . 0049 1 . 938* 0 . 9 Comprs . *
1 . 00 0 . 02480 0 . 00240 0 . 0027 1. 904* 2 . 1 Comprs . *
2 . 00 0 . 04710 0 . 00380 0 . 0048 1. 845* 4 . 0 Comprs . *
1 . 00 0 . 04480 0 . 00360 0 . 0011 1. 843* 4 . 1 Comprs . *
0 . 50 0 . 04100 0 . 00300 0 . 0031 1 . 851* 3 . 8 Comprs . *
0 . 25 0 . 03690 0 . 00240 0 . 0087 1 . 860* 3 . 5 Comprs . *
0 . 50 0 . 03780 0 . 00250 0 . 0050 1 . 861* 3. 5 Comprs . *
1. 00 0 . 04100 0 . 00300 0 . 0050 1 . 853* 3. 8 Comprs . *
2 . 00 0 . 04990 0 . 00390 0 . 0076 1 . 834* 4 . 4 Comprs . *
4 . 00 0 . 09590 0 . 00580 0 . 0046 1. 715* 8 . 4 Comprs . *
8 . 00 0 . 17180 0 . 00780 0 . 0042 1. 508* 15 . 4 Comprs . *
Summit Engineering

Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
16. 00 0 . 25430 0 . 01030 0 . 0033 1. 268* 23. 5 Comprs . *
32 . 00 0 . 34120 0 . 01230 0 . 0027 1. 018* 31. 9 Comprs. *
16. 00 0 . 33630 0 . 01160 0 . 0026 1. 001* 32 . 5 Comprs. *
4 . 00 0 . 31700 0 . 00880 0 . 0012 1. 045* 31. 0 Comprs . *
1 . 00 0 . 29770 0 . 00670 0. 0011 1. 090* 29. 5 Comers . *
0 . 25 0 . 27920 0 . 00520 0 . 0004 1. 134* 28 . 0 Comers . *
*CALCULATED USING D100 INSTEAD OF FINAL READING
Cc = 0 . 83 Pc = 3 . 58 ksf Cr = 0 . 04
Pressure: 0 .25 ksf TEST READINGS Load No. 2
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00000 11 60 . 00 0 . 00430
2 0 . 10 0 . 00320
3 0 . 25 0 . 00330
4 0 . 50 0 . 00350
5 1 . 00 0 . 00360
6 2 . 00 0 . 00370
7 4 . 00 0 . 00390
8 8 . 00 0 . 00400
9 15 . 00 0 . 00410
10 30 . 00 0 . 00420
Void Ratio = 1 . 957 Compression = 0 . 3 % >>> CALCULATED USING D100
DO = 0 . 00214 D90 = 0 . 00279 D100 = 0 . 00286
C. at 0. 9 min. = 0 . 0038 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 3
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00430 11 60 . 00 0 . 01140
2 0 . 10 0 . 00950 . 25
3 0 . 25 0 . 01000
4 0 . 50 0 . 01030
5 1 . 00 0 . 01050
6 2 . 00 0 . 01060
7 4 . 00 0 . 01080
8 8 . 00 0 . 01100
9 15. 00 0 . 01120
10 30 . 00 0 . 01130
Void Ratio = 1 . 938 Compression = 0 . 9 % >>> CALCULATED USING D100
DO = 0 . 00740 D90 = 0 . 00889 D100 = 0 . 00906
C. at 0 . 7 min. = 0 . 0049 in. 2/sec.
Summit Engineering

Pressure: 1 . 00 ksf TEST READINGS Load No. 4
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 01140 11 60 . 00 0 . 02420
2 0 . 10 0. 02130 12 120 . 00 0 . 02440
3 0 . 25 0 . 02210 13 240 . 00 0 . 02460
4 0 . 50 0 . 02240 14 480 . 00 0 . 02480
5 1. 00 0 . 02270 15 720 . 00 0 . 02480
6 2 . 00 0 . 02300
7 4 . 00 0 . 02320
8 8 . 00 0 . 02340
9 15 . 00 0 . 02370
10 30 . 00 0 . 02390
Void Ratio = 1 . 904 Compression = 2 . 1 % >>> CALCULATED USING D100
D0 = 0 . 01851 D90 = 0 . 02039 D100 = 0 . 02060
Cv at 1 .3 min. = 0 . 0027 in. 2/sec.
Pressure: 2 . 00 ksf TEST READINGS Load No. 5
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02480 11 60 . 00 0 . 04700
2 0 . 10 0 . 04060 12 120 . 00 0 . 04710
3 0 . 25 0 . 04250
4 0 . 50 0 . 04340
5 1 . 00 0 . 04400
6 2 . 00 0 . 04460
7 4 . 00 0 . 04510
8 8 . 00 0 . 04550
9 15 . 00 0 . 04600
10 30 . 00 0 . 04640
Void Ratio = 1 . 845 Compression = 4 . 0 % >>> CALCULATED USING D100
D0 = 0 . 03476 D90 = 0 . 03983 D100 = 0 . 04040
Cv at 0.7 min. = 0 . 0048 in. 2/sec.
Pressure: 1 .00 ksf TEST READINGS Load No. 6
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04710 11 60 . 00 0 . 04480
2 0 . 10 0 . 04510 12 120 . 00 0 . 04480
3 0 . 25 0 . 04510
4 0 . 50 0 . 04510
5 1 . 00 0 . 04500
6 2 . 00 0 . 04490
7 4 . 00 0 . 04490
8 8 . 00 0 . 04490
9 15 . 00 0 . 04480
10 30 . 00 0 . 04480
Void Ratio = 1 . 843 Compression = 4 . 1 % >>> CALCULATED USING D100
D0 = 0. 04159 D90 = 0 . 04130 D100 = 0 . 04127
Cv at 3.0 min. = 0 . 0011 in. 2/sec.
Summit Engineering

Pressure: 0 .50 ksf TEST READINGS Load No. 7
No. Elapsed Dial No_ Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04480 11 60 . 00 0 . 04100
2 0 . 10 0 . 04180
3 0 . 25 0 . 04170
4 0 . 50 0 . 04160
5 1 . 00 0 . 04150
6 2 . 00 0 . 04150
7 4 . 00 0 . 04130
8 8 . 00 0 . 04120
9 15 . 00 0 . 04110
10 30 . 00 0 . 04110
Void Ratio = 1. 851 Compression = 3 . 8 % >>> CALCULATED USING D100
Do = 0 . 03896 D90 = 0 . 03850 D100 = 0 . 03845
Cv at 1.1 min. = 0 . 0031 in. 2/sec.
Pressure: 0 .25 ksf TEST READINGS Load No. 8
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04100 11 60 . 00 0 . 03710
2 0 . 10 0 . 03830 12 120 . 00 0 . 03690
3 0 . 25 0 . 03800
4 0 . 50 0 . 03790
5 1 . 00 0 . 03780
6 2 . 00 0 . 03770
7 4 . 00 0 . 03760
8 8 . 00 0 . 03750
9 15 . 00 0 . 03740
10 30 . 00 0 . 03720
Void Ratio = 1. 860 Compression = 3 . 5 % >>> CALCULATED USING D100
D0 = 0 . 03642 D90 = 0 . 03555 D100 = 0 . 03545
Cv at 0 . 4 min. = 0 . 0087 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 9
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03690 11 60 . 00 0 . 03780
2 0 . 10 0 . 03760 12 120 . 00 0 . 03780
3 0 . 25 0 . 03765 13 240 . 00 0 . 03780
4 0 . 50 0 . 03770
5 1 . 00 0 . 03770
6 2 . 00 0 . 03770
7 4 . 00 0 . 03770
8 8 . 00 0 . 03770
9 15 . 00 0 . 03775
10 30 . 00 0 . 03780
Void Ratio = 1. 861 Compression = 3 . 5 % >>> CALCULATED USING D100
Do = 0 . 03502 D90 = 0 . 03520 D100 = 0 . 03522
Cv at 0.7 min. = 0 . 0050 in. 2/sec.
Summit Engineering - - - -

Pressure: 1 .00 ksf TEST READINGS Load No. 10
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03780 11 60 . 00 0 . 04100
2 0 . 10 0 . 04050
3 0 . 25 0 . 04060
4 0 . 50 0. 04070
5 1. 00 0 . 04070
6 2 . 00 0 . 04070
7 4 . 00 0 . 04070
8 8 . 00 0 . 04080
9 15. 00 0 . 04090
10 30 . 00 0 . 04090
Void Ratio = 1 . 853 Compression = 3 . 8 % >>> CALCULATED USING D100
D0 = 0 . 03734 D90 = 0 . 03770 D100 = 0 . 03774
C. at 0.7 min. = 0 . 0050 in. 2/sec.
Pressure: 2 . 00 ksf TEST READINGS Load No. 11
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04100 it 60 . 00 0 . 04960
2 0 . 10 0 . 04750 12 120 . 00 0 . 04990
3 0 . 25 0 . 04790
4 0 . 50 0 . 04810
5 1 . 00 0 . 04830
6 2 . 00 0 . 04860
7 4 . 00 0 . 04870
8 8 . 00 0 . 04890
9 15 . 00 0 . 04910
10 30 . 00 0 . 04930
Void Ratio = 1 . 834 Compression = 4 . 4 % >>> CALCULATED USING D100
D0 = 0 . 04291 D90 = 0 . 04415 D100 = 0 . 04429
Cv at 0 . 4 min. = 0 . 0076 in. 2/sec.
Pressure: 4 . 00 ksf TEST READINGS Load No. 12
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04990 it 60 . 00 0 . 09510
2 0 . 10 0 . 08050 12 120. 00 0 . 09590
3 0 . 25 0 . 08580
4 0 . 50 0 . 08800
5 1 . 00 0 . 08950
6 2 . 00 0 . 09070
7 4 . 00 0 . 09180
8 8 . 00 0 . 09270
9 15 . 00 0. 09350
10 30 . 00 0 . 09430
Void Ratio = 1. 715 Compression = 8 . 4 % >>> CALCULATED USING D100
D0 = 0 . 06932 D90 = 0 . 08274 D100 = 0 . 08423
C. at 0 .7 min. = 0 . 0046 in. 2/sec.
- Summit Engineering

Pressure: 8 .00 ksf TEST READINGS Load No. 13
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 09590 11 60 . 00 0 . 16800
2 0 . 10 0 . 13670 12 120 . 00 0 . 16910
3 0 . 25 0 . 15170 13 240 . 00 0 . 17000
4 0 . 50 0 . 15720 14 480 . 00 0 . 17090
5 1 . 00 0 . 16020 15 720 . 00 0 . 17130
6 2 . 00 0 . 16210 16 960 . 00 0 . 17180
7 4 . 00 0 . 16350
8 8 . 00 0 . 16480
9 15. 00 0 . 16590
10 30 . 00 0 . 16710
Void Ratio = 1. 508 Compression = 15 . 4 % >>> CALCULATED USING D100
D0 = 0 . 11438 D90 = 0 . 15031 D100 = 0 . 15431
Cv at 0. 6 min. = 0 . 0042 in. 2/sec.
Pressure: 16.00 ksf TEST READINGS Load No. 14
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 17180 11 60 . 00 0 . 25310
2 0 . 10 0 . 21530 12 120 . 00 0 . 25430
3 0 . 25 0 . 23100
4 0 . 50 0 . 23910
5 1 . 00 0 . 24350
6 2 . 00 0 . 24620
7 4 . 00 0 . 24800
8 8 . 00 0 . 24950
9 15 . 00 0 . 25070
10 30 . 00 0 . 25190
Void Ratio = 1 . 268 Compression = 23 . 5 % >>> CALCULATED USING D100
D0 = 0 . 18748 D90 = 0 . 23047 D100 = 0 . 23524
Cv at 0 .7 min. = 0 . 0033 in. 2/sec.
Pressure: 32 .00 ksf TEST READINGS Load No. 15
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 25430 11 60 . 00 0 . 34090
2 0 . 10 0 . 27500 12 120 . 00 0 . 34120
3 0 . 25 0 . 30240
4 0 . 50 0 . 31870
5 1 . 00 0 . 32820
6 2 . 00 0 . 33280
7 4 . 00 0 . 33540
8 8 . 00 0 . 33700
9 15 . 00 0 . 33830
10 30 . 00 0 . 33950
Void Ratio = 1 . 018 Compression = 31 . 9 % >>> CALCULATED USING D100
D0 = 0 . 22998 D90 = 0 . 31049 D100 = 0 . 31944
Cv at 0. 7 min. = 0 . 0027 in. 2/sec.
Summit Engineering

Pressure: 16.00 ksf TEST READINGS Load No. 16
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 34120 it 60 . 00 0 . 33630
2 0 . 10 0 . 33750 12 120 . 00 0 . 33630
3 0 . 25 0 . 33710
4 0 . 50 0 . 33700
5 1. 00 0 . 33690
6 2 . 00 0 . 33680
7 4 . 00 0 . 33670
8 8 . 00 0 . 33670
9 15. 00 0 . 33660
10 30 . 00 0 . 33640
Void Ratio = 1 . 001 Compression = 32 . 5 % >>> CALCULATED USING D100
D0 = 0. 32624 D90 = 0 . 32537 D100 = 0 . 32527
Cv at 0 . 6 min. = 0 . 0026 in. 2/sec.
Pressure: 4. 00 ksf TEST READINGS Load No. 17
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 33630 11 60 . 00 0 . 31780
2 0 . 10 0 . 32520 12 120 . 00 0 . 31760
3 0 . 25 0 . 32340 13 240 . 00 0 . 31740
4 0 . 50 0 . 32180 14 480 . 00 0 . 31710
5 1 . 00 0 . 32030 15 720 . 00 0 . 31700
6 2 . 00 0 . 31950
7 4 . 00 0 . 31910
8 8 . 00 0 . 31870
9 15. 00 0 . 31840
10 30 . 00 0 . 31820
Void Ratio = 1. 045 Compression = 31 . 0 % >>> CALCULATED USING D100
D0 = 0 . 31835 D90 = 0 . 31119 D100 = 0 . 31039
Cv at 1 .3 min. = 0 . 0012 in. 2/sec.
Pressure: 1.00 ksf TEST READINGS Load No. 18
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 31700 11 60 . 00 0 . 29830
2 0 . 10 0 . 31150 12 120 . 00 0 . 29770
3 0 . 25 0 . 30890
4 0 . 50 0. 30650
5 1 . 00 0 . 30400
6 2 . 00 0 . 30210
7 4 . 00 0 . 30080
8 8 . 00 0 . 30000
9 15 . 00 0 . 29940
10 30 . 00 0 . 29880
Void Ratio = 1. 090 Compression = 29 . 5 % >>> CALCULATED USING D100
D0 = 0 . 30789 D90 = 0 . 29624 D100 = 0 . 29495
Cv at 1 .5 min. = 0 . 0011 in. 2/sec.
- Summit Engineering

Pressure: 0 .25 ksf TEST READINGS Load No. 19
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 29770 11 60 . 00 0 . 28270
2 0 . 10 0. 29490 12 120 . 00 0 . 28180
3 0 . 25 0 . 29350 13 240 . 00 0 . 28100
4 0 . 50 0 . 29200 14 480 . 00 0 .28020
5 1. 00 0 . 29030 15 720 . 00 0 .27970
6 2 . 00 0. 28830 16 960 . 00 0 . 27940
7 4 . 00 0 . 28670 17 1440 . 00 0. 27920
8 8 . 00 0 . 28550
9 15 . 00 0 . 28450
10 30 . 00 0 . 28350
Void Ratio = 1. 134 Compression = 28 . 0 % >>> CALCULATED USING D100
D0 = 0 . 29058 D90 = 0 . 28119 D100 = 0. 28015
Cv at 4 . 9 min. = 0 . 0004 in. 2/sec.
Summit Engineering

Consolidation Test Report
-4
4
8
c 12
CU
� 16
N
U
a 20
24 N"
28
32
i7T�
38 .1 .2 .5 1 2 5 10 20
Applied Pressure- ksf
Coefficients of Consolidation and Seconds Consolidation
No. Load Cv Ca No. Load Cv Ca No. Load Cv Ca
(ksf) (in.2/sec.) (ksf) (in.2/sec.) (ksf) (in.2/sec.)
2 0.25 0.0001 12 4.00 0.0045
3 0.50 0.0006 13 8.00 0.0039
4 1.00 0.0007 14 16.00 0.0056
5 2.00 0.0047 15 32.00 0.0026
6 1.00 0.0027 16 16.00 0.0041
7 0.50 0.0008 17 4.00 0.0010
8 0.25 0.0036 18 1.00 0.0010
9 0.50 0.0003 19 0.25 0.0003
10 1.00 0.0026
11 2.00 0.0016
Natural D Dens. S Overburden P Swell Press. Heave
Sat. Moist. r( LL PI pcf) Gr. (ksf) (ksf) Cc Cr (ksf) % eo
93.4% 66.7% 57.6 63 3 2.70 3.38 0.85 0.05 1.927
MATERIAL DESCRIPTION USCS AASHTO
Orange-Brown Micaceous Sandy Elastic Silt MH A-5(3)
Project No. 6507.1,0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-3 @ 21'-23'
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-3 @ 21'-23'
� Aso
.0023 Load#2 .0067 Load#3
0.25 ksf 0.50 ksf
0024 0069
y . Cv @ 5.46 m
in=
0. 0i2/sn .0.0001 i2lsec..0025 .0071 - -
.0026 .0073
.0027 --.0075
c c
c c
.0028 .0077
of
m �
.0029 .0079
.0030 .0081
.0031 .0083
.0032 .0085
0033 0.80 1.25 2.50 8.75 5-00 6.25 7 5p 8.75 10.00 S T 26 12 60 .0087 0.00 1.25 Z50 3.75 5.00 0.25 7.50 6.75 10.00 11.25 12.5
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
.0157 Load#4 029 t90 Load#5
1.00 ksf 2.00 ksf
.0161 ,@ 5.03 min= .030 C„@ 0.70 min.=
C
10.0007 in.21sec. 0.0047 40/sec.
.0165 .031
.0169 .032
--.0173 .033 -
c �
C C
0177 .034
m 5
.0181 .035
.018:5 .036
.0189 .037
.0193 -038
.0197 0 4 8 12 16 20 24 28 32 38 40 •039 0 2 4 6 8. 10 12 14 16 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County, North Carolina
Location: GT21-19,ST-3 @ 21'-23-
Asa t90
.0386 Load#6 .03329 Load#7
1.00 ksf 0.50 ksf
0355 Cv @ 1.22 min.= .03314 C,@ 4.24 min=
0.0027 i0lwc. 0.000$
.0384 .03299
.0363 .03284
0362 claws;
c c
c S
.0361 -03254
Er of
m m
.0360 .03239
.0359 .03224 -
.0358 .03209
.0357 .03194
.03560 2 4 8 8 10 12 14 is 18 20 .031790.00 1.25 2.50 3.T5 5.00 8.25 T.50 &75 10.00 11-25 12.5
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
�90 t90
-0299 Load#8 .028442 Load#9
0.25 ksf 0.50 ksf
-0297 Cv @ 0.93 min.= .028517 Cv @ 10.59 min.=
0.0036 in.2/s¢c. 0.0003 in.2/sec.
.0295 -028592 i
.0293 .028667
--.0291 --.028742
C C
C C
.0289 {gyp .028817
w
!0
.0287 .028892 -
.0285 .028967
.0283 .029042
.0281 .029117
•0279 0 2 4 S 8 10 12 14 15 18 20 •029192❑ 3 B 9 12 15 18 21 24 27 2
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County, North Carolina
Location: GT21-19,ST-3 @ 211-231
tso tso
.0314 Load#10 .0380 Load#11
1.00 ksf 2.00 ksf
0315 Cv @ 1.25 min= .0383 Cv @ 2.03 min.=
0.0026 ia.219ec. 0.0016 in.2lsec.
.0316 .0386
.0317 "0389
MIS 0392
c �
c c
� .0398 m .4395
m
.0320 .0393
.0321 .0401
.0322
1
.0323 .0407
.0324 0.00 1.25 2.50 3-75 5A0 6.25 7.50 8.75 10.00 11.25 12.50 .0410 0 2 4 $ 8 10 12 14 16 18 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
t90 i90
0665 Load#12 .128 Load#13
4.00 ksf 8.00 ksf
.0690 Cv @ 0.67 min= 133 Cv @ 0.66 min.
0.0045 ia.2fsec. 0.0034 O/Uc.
.0715 A
.0740 .143
.-.0765
c
0790 m '153
0815 .158
.0840 .163
.0865 .168
.0890 173
09150 2 4 6 8 10 12 14 18 18 20 178a 8 12 16 20 24 28 32 36 40
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.1,0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19, ST-3 @ 21'-23'
l9p '9D
_77 Load#14 2277 Load#15
16.00 ksf 32.00 ksf
18 Cv @ 0.39 min= 2402 Cv @ 0.69 min=
0.0056 in.2lscc. 0.0026 in�sec.
.19 .2527
-20 2B52
21 2777
c
C C
-22 W .2902
W W
_23 .3027
26 .3152
-25 .3277
.26 .3402
270 2 4 6 8 10 12 14 16 18 2D 35270 2 d 6 a 10 12 14 1B is 20
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
t90 t90
.3391 Load#16 .3304 Load#17
16.00 ksf 4.00 kf
.3388 C,@ 0.38 min.- .3289 Cy @1.55 m i n=
.3385 0.0041�x1sce. .3274 a.aol0in /,os2 _
.3382 .3259
-.3379 .3244
c 5
c c
W
.3376 .3229-
.3373 .3214
.3370 .3199
i
.3367 -3184
.33C; .3169
LL I i
33610 2 4 fi B 70 12 74 16 19 20 _3154 0 4 a 12 1B 20 24 28 32 36 40
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

Dial Reading vs. Time
Project No.: 6507.L0006
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Location: GT21-19,ST-3 @ 211-23'
t9a �90
.322 Load#18 302 �
Load#19
1.00 ksf 0.25 ksf
Cv @ 1.77 min= .299 Cv @ 5.20 m
in=
0.0010 in2/sec 0.0003 in.2/sec.
.316 .296
.313 .293
.310 290
c 6
c_ c
.307 .287
.304 '284
.301 .281
.298 278
.295 275
.2920 2 4 5 $ 10 12 14 f8 18 20 2720 5 10 15 20 25 30 35 40 45 50
Square Root of Elapsed Time(min.) Square Root of Elapsed Time(min.)
Summit Engineering
Ft. Mill, South Carolina Figure

CONSOLIDATION TEST DATA
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County, North Carolina
Project Number: 6507 .L0006
Sample Data
Source:
Sample No. :
Elev. or Depth: Sample Length(in./cm. ) :
Location: GT21-19, ST-3 @ 21 ' -2-':; '
Description: Orange-Brown Micaceous Sandy Elastic Silt
Liquid Limit: 63 Plasticity Index: 3
USCS: MH AASHTO: A-5 (3) Figure No. :
Testing Remarks :
Test Specimen Data
TOTAL SAMPLE BEFORE TEST AFTER TEST
Wet w+t = 123 . 68 g. Consolidometer # = 3 Wet w+t = 107 . 81 g.
Dry w+t = 74 . 19 g. Dry w+t = 74 . 19 g.
Tare Wt. = . 00 g. Spec. Gravity = 2 . 70 Tare Wt. = . 00 g.
Height = 1 . 00 in. Height = 1 . 00 in.
Diameter = 2 . 50 in. Diameter = 2 . 50 in.
Weight = 123. 68 g. Defl. Table = 3
Moisture = 66. 7 % Ht. Solids = 0 . 3416 in. Moisture = 45 . 3 %
Wet Den. = 96. 0 pcf Dry Wt. = 74 . 19 g. Dry Wt. = 74 . 19 g. *
Dry Den. = 57 . 6 pcf Void Ratio = 1 . 927 Void Ratio = 1. 099
Saturation = 93 . 4 %
* Final dry weight used in calculations
End-of-Load Summary
Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
start 0 . 00000 1 . 927
0 . 10 0 . 00000 0 . 00000 1. 927 0 . 0 Swell
0 . 25 0 . 00360 0 . 00040 0 . 0001 1 . 918* 0 . 3 Comprs . *
0 . 50 0 . 00930 0 . 00090 0 . 0006 1 . 903* 0 . 8 Comprs . *
1. 00 0 . 02080 0 . 00190 0 . 0007 1 . 876* 1 . 8 Comprs . *
2 . 00 0 . 04110 0 . 00330 0 . 0047 1 . 825* 3 . 5 Comprs . *
1 . 00 0 . 03870 0 . 00290 0 . 0027 1 . 823* 3 . 6 Comprs . *
0 . 50 0 . 03480 0 . 00270 0 . 0008 1 . 832* 3. 2 Comprs . *
0 . 25 0 . 03040 0 . 00230 0 . 0036 1 . 843* 2 . 9 Comprs . *
0 . 50 0 . 03130 0 . 00230 0 . 0003 1 . 843* 2 . 9 Comprs . *
1 . 00 0 . 03470 0 . 00240 0 . 0026 1 . 834* 3. 2 Comprs . *
2 . 00 0 . 04390 0 . 00330 0 . 0016 1 . 812* 3. 9 Comprs . *
4 . 00 0 . 09370 0 . 00530 0 . 0045 1 . 690* 8 . 1 Comprs . *
8 . 00 0 . 17610 0 . 00740 0 . 0039 1 . 468* 15. 7 Comprs . *
Summit Engineering

Pressure Final Machine Cv Ca Void % Compression
(ksf) Dial (in. ) Defl. (in. ) (in.2/sec. ) Ratio /Swell
16. 00 0 . 26360 0 . 00970 0 . 0056 1 . 217* 24 . 3 Comprs. *
32 . 00 0 . 35240 0 . 01200 0 . 0026 0 . 961* 33 . 0 Comprs. *
16. 00 0 . 34750 0 . 01130 0 . 0041 0 . 942* 33. 7 Comprs . *
4 . 00 0 . 32590 0 . 00900 0 . 0010 0 . 993* 31 . 9 Comprs . *
1 . 00 0 . 30280 0 . 00690 0 . 0010 1 . 048* 30 . 0 Comprs . *
0 . 25 0 . 28060 0 . 00470 0 . 0003 1. 099* 28 . 3 Comprs . *
*CALCULATED USING D100 INSTEAD OF FINAL READING
Cc = 0 . 85 Pc = 3 . 38 ksf Cr = 0 . 05
Pressure: 0.25 ksf TEST READINGS Load No. 2
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00000 11 60 . 00 0 . 00360
2 0 . 10 0 . 00290
3 0 . 25 0 . 00290
4 0 . 50 0 . 00295
5 1 . 00 0 . 00300
6 2 . 00 0 . 00300
7 4 . 00 0 . 00310
8 8 . 00 0 . 00320
9 15 . 00 0 . 00340
10 30 . 00 0 . 00350
Void Ratio = 1. 918 Compression = 0 . 3 % >>> CALCULATED USING D100
DO = 0 . 00236 D90 = 0 . 00307 D100 = 0 . 00315
Cv at 25.4 min. 0 . 0001 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 3
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00360 11 60 . 00 0 . 00930
2 0 . 10 0 . 00820
3 0 . 25 0 . 00830
4 0 . 50 0 . 00840
5 1. 00 0 . 00850
6 2 . 00 0 . 00880
7 4 . 00 0 . 00900
8 8 . 00 0 . 00910
9 15 . 00 0 . 00920
10 30 . 00 0 . 00925
Void Ratio = 1. 903 Compression = 0 . 8 % >>> CALCULATED USING D100
DO = 0 . 00715 D90 = 0 . 00814 D100 = 0 . 00825
Cv at 5 .5 min. = 0 . 0006 in. 2/sec.
- -- Summit Engineering

Pressure: 1 .00 ksf TEST READINGS Load No. 4
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 00930 11 60 . 00 0 . 02020
2 0 . 10 0. 01800 12 120 . 00 0 . 02030
3 0 . 25 0. 01840 13 240 . 00 0 . 02040
4 0 . 50 0 . 01870 14 480 . 00 0 . 02050
5 1 . 00 0 . 01880 15 720 . 00 0 . 02080
6 2 . 00 0 . 01900
7 4 . 00 0. 01930
8 8 . 00 0 . 01950
9 15 . 00 0 . 01960
10 30 . 00 0 . 01990
Void Ratio = 1 . 876 Compression = 1 . 8 % >>> CALCULATED USING D100
D0 = 0 . 01612 D90 = 0 . 01746 D100 = 0 . 01761
Cv at 5 .0 min. = 0 . 0007 in. 2/sec.
Pressure: 2 .00 ksf TEST READINGS Load No. 5
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 02080 11 60 . 00 0 . 04100
2 0 . 10 0 . 03600 12 120 . 00 0 . 04110
3 0 . 25 0 . 03710
4 0 . 50 0 . 03770
5 1 . 00 0. 03810
6 2 . 00 0 . 03870
7 4 . 00 0 . 03920
8 8 . 00 0 . 03960
9 15 . 00 0 . 04010
10 30 . 00 0 . 04040
Void Ratio = 1 . 825 Compression = 3 . 5 % >>> CALCULATED USING D100
D0 = 0 . 03144 D90 = 0 . 03457 D100 = 0 . 03492
Cv at 0.7 min. = 0 . 0047 in. 2/sec.
Pressure: 1 . 00 ksf TEST READINGS Load No. 6
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04110 11 60 . 00 0 . 03870
2 0 . 10 0 . 03920 12 120 . 00 0 . 03870
3 0 . 25 0 . 03910
4 0 . 50 0 . 03890
5 1 . 00 0 . 03880
6 2 . 00 0 . 03880
7 4 . 00 0 . 03880
8 8 . 00 0 . 03880
9 15. 00 0 . 03880
10 30 . 00 0 . 03870
Void Ratio = 1 . 823 Compression = 3 . 6 % >>> CALCULATED USING D100
D0 = 0 . 03648 D90 = 0 . 03590 D100 = 0 . 03584
Cv at 1 .2 min. = 0 . 0027 in. 2/sec.
Summit Engineering

Pressure: 0.50 ksf TEST READINGS Load No. 7
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03870 11 60 . 00 0 . 03480
2 0 . 10 0 . 03560
3 0 . 25 0 . 03550
4 0 . 50 0 . 03550
5 1. 00 0 . 03540
6 2 . 00 0 . 03530
7 4 . 00 0 . 03520
8 8 . 00 0 . 03510
9 15 . 00 0 . 03490
10 30 . 00 0 . 03480
Void Ratio = 1 . 832 Compression = 3 . 2 % >>> CALCULATED USING D100
D0 = 0 . 03297 D90 = 0 . 03249 D100 = 0 . 03244
C. at 4.2 min. = 0 . 0008 in. 2/sec.
Pressure: 0 .25 ksf TEST READINGS Load No. 8
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03480 11 60 . 00 0 . 03050
2 0 . 10 0 . 03160 12 120 . 00 0 . 03040
3 0 . 25 0 . 03150
4 0 . 50 0 . 03130
5 1 . 00 0 . 03120
6 2 . 00 0 . 03120
7 4 . 00 0 . 03110
8 8 . 00 0 . 03090
9 15 . 00 0 . 03080
10 30 . 00 0 . 03070
Void Ratio = 1. 843 Compression = 2 . 9 % >>> CALCULATED USING D100
D0 = 0 . 02956 D90 = 0 . 02891 D100 = 0 . 02884
Cv at 0. 9 min. = 0 . 0036 in. 2/sec.
Pressure: 0 .50 ksf TEST READINGS Load No. 9
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03040 11 60 . 00 0 . 03130
2 0 . 10 0 . 03090 12 120. 00 0 . 03130
3 0 . 25 0 . 03095 13 240. 00 0 . 03130
4 0 . 50 0 . 03100 14 480. 00 0 . 03130
5 1 . 00 0 . 03100
6 2 . 00 0 . 03105
7 4 . 00 0 . 03110
8 8 . 00 0 . 03120
9 15 . 00 0 . 03120
10 30 . 00 0 . 03120
Void Ratio = 1 . 843 Compression = 2 . 9 % >>> CALCULATED USING D100
D0 = 0 . 02859 D90 = 0 . 02890 D100 = 0. 02893
C. at 10 . 6 min. = 0 . 0003 in. 2/sec.
Summit Engineering

Pressure: 1 .00 ksf TEST READINGS Load No. 10
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03130 11 60 . 00 0 . 03470
2 0 . 10 0 . 03410
3 0 . 25 0 . 03420
4 0 . 50 0 . 03430
5 1 . 00 0 . 03440
6 2 . 00 0 . 03440
7 4 . 00 0 . 03440
8 8 . 00 0 . 03450
9 15 . 00 0 . 03460
10 30 . 00 0 . 03470
Void Ratio = 1. 834 Compression = 3 . 2 % >>> CALCULATED USING D100
D0 = 0 . 03157 D90 = 0. 03200 D100 = 0 . 03205
Cv at 1 .3 min. = 0 . 0026 in. 2/sec.
Pressure: 2 . 00 ksf TEST READINGS Load No. 11
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 03470 11 60 . 00 0 . 04360
2 0 . 10 0 . 04170 12 120 . 00 0 . 04390
3 0 . 25 0 . 04190
4 0 . 50 0 . 04200
5 1 . 00 0 . 04240
6 2 . 00 0 . 04260
7 4 . 00 0 . 04270
8 8 . 00 0 . 04280
9 15. 00 0 . 04320
10 30 . 00 0 . 04340
Void Ratio = 1 . 812 Compression = 3 . 9 % >>> CALCULATED USING D100
D0 = 0 . 03808 D90 = 0 . 03930 D100 = 0 . 03944
Cv at 2 .0 min. = 0 . 0016 in. 2/sec.
Pressure: 4 . 00 ksf TEST READINGS Load No. 12
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 04390 11 60 . 00 0 . 09280
2 0 . 10 0 . 07870 12 120 . 00 0 . 09370
3 0 . 25 0 . 08290
4 0 . 50 0 . 08470
5 1. 00 0 . 08600
6 2 . 00 0 . 08700
7 4 . 00 0 . 08840
8 8 . 00 0 . 08950
9 15 . 00 0 . 09040
10 30 . 00 0 . 09160
Void Ratio = 1. 690 Compression = 8 . 1 % >>> CALCULATED USING D100
D0 = 0 . 06908 D90 = 0 . 07989 D100 = 0 . 08109
Cv at 0 .7 min. = 0 . 0045 in. 2/sec.
Summit Engineering

Pressure: 8 . 00 ksf TEST READINGS Load No. 13
No. Elapsed Dial No_ Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 09370 11 60 . 00 0 . 17220
2 0 . 10 0 . 14910 12 120 . 00 0 . 17320
3 0 . 25 0 . 15770 13 240 . 00 0 . 17440
4 0 . 50 0 . 16110 14 480 . 00 0 . 17520
5 1 . 00 0 . 16350 15 720 . 00 0 . 17560
6 2 . 00 0 . 16520 16 960 . 00 0 . 17610
7 4 . 00 0 . 16690
8 8 . 00 0 . 16830
9 15 . 00 0 . 16960
10 30 . 00 0 . 17080
Void Ratio = 1 . 468 Compression = 15 . 7 % >>> CALCULATED USING D100
D0 = 0 . 13313 D90 = 0 . 15454 D100 = 0 . 15692
Cv at 0.7 min. = 0 . 0039 in. 2/sec.
Pressure: 16.00 ksf TEST READINGS Load No. 14
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0. 17610 11 60 . 00 0 . 26250
2 0 . 10 0 . 22240 12 120 . 00 0 . 26360
3 0 . 25 0 . 24130
4 0 . 50 0 . 24900
5 1 . 00 0 . 25300
6 2 . 00 0. 25550
7 4 . 00 0. 25720
8 8 . 00 0 . 25880
9 15 . 00 0 . 26010
10 30 . 00 0 . 26120
Void Ratio = 1 . 217 Compression = 24 . 3 % >>> CALCULATED USING D100
D0 = 0 . 18018 D90 = 0 . 23637 D100 = 0 . 24262
Cv at 0 . 4 min. = 0 . 0056 in. 2/sec.
Pressure: 32 .00 ksf TEST READINGS Load No. 15
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0. 26360 11 60 . 00 0 . 35220
2 0 . 10 0 . 28500 12 120 . 00 0 . 35240
3 0 . 25 0 . 31370
4 0 . 50 0 . 32920
5 1 . 00 0 . 33880
6 2 . 00 0 . 34370
7 4 . 00 0 . 34650
8 8 . 00 0 . 34830
9 15 . 00 0 . 34970
10 30 . 00 0. 35080
Void Ratio = 0 . 961 Compression = 33 . 0 % >>> CALCULATED USING D100
D0 = 0 . 24029 D90 = 0 . 32118 D100 = 0 . 33017
Cv at 0 .7 min. = 0 . 0026 in. 2/sec.
Summit Engineering

Pressure: 16.00 ksf TEST READINGS Load No. 16
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 35240 11 60 . 00 0 . 34750
2 0 . 10 0 . 34890 12 120 . 00 0 . 34750
3 0 . 25 0 . 34830
4 0 . 50 0 . 34810
5 1 . 00 0 . 34800
6 2 . 00 0 . 34800
7 4 . 00 0 . 34790
8 8 . 00 0 . 34780
9 15 . 00 0 . 34760
10 30 . 00 0 . 34750
Void Ratio = 0 . 942 Compression = 33 . 7 % >>> CALCULATED USING D100
Do = 0 . 33863 D90 = 0 . 33689 D100 = 0 . 33670
Cv at 0 .4 min. = 0 . 0041 in. 2/sec.
Pressure: 4.00 ksf TEST READINGS Load No. 17
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 34750 11 60 . 00 0 . 32650
2 0 . 10 0 . 33540 12 120 . 00 0 . 32630
3 0 . 25 0 . 33360 13 240 . 00 0 . 32600
4 0 . 50 0 . 33170 14 480 . 00 0 . 32590
5 1 . 00 0 . 32990 15 720 . 00 0 . 32590
6 2 . 00 0 . 32840
7 4 . 00 0 . 32770
8 8 . 00 0 . 32740
9 15. 00 0 . 32710
10 30 . 00 0 . 32680
Void Ratio = 0 . 993 Compression = 31 . 9 % >>> CALCULATED USING D100
D0 = 0 . 32872 D90 = 0 . 32001 D100 = 0 . 31904
Cv at 1 . 6 min. = 0 . 0010 in. 2/sec.
Pressure: 1 . 00 ksf TEST READINGS Load No. 18
No. Elapsed Dial No. Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 32590 11 60 . 00 0 . 30350
2 0 . 10 0 . 32020 12 120 . 00 0 . 30280
3 0 . 25 0 . 31720
4 0 . 50 0 . 31440
5 1 . 00 0 . 31130
6 2 . 00 0 . 30840
7 4 . 00 0 . 30680
8 8 . 00 0 . 30580
9 15 . 00 0 . 30490
10 30 . 00 0 . 30400
Void Ratio = 1 . 048 Compression = 30 . 0 % >>> CALCULATED USING D100
Do = 0 . 31702 D90 = 0 . 30210 D100 = 0. 30044
Cv at 1 .8 min. = 0 . 0010 in. 2/sec.
Summit Engineering

Pressure: 0.25 ksf TEST READINGS Load No. 19
No. Elapsed Dial No_ Elapsed Dial
Time Reading Time Reading
1 0 . 00 0 . 30280 11 60 . 00 0 . 28450
2 0 . 10 0 . 30020 12 120 . 00 0 . 28350
3 0 . 25 0 .29850 13 240 . 00 0 . 28270
4 0 . 50 0 . 29680 14 480 . 00 0 . 28180
5 1 . 00 0 . 29460 15 720 . 00 0 .28120
6 2 . 00 0 . 29220 16 960 . 00 0 .28090
7 4 . 00 0 . 28970 17 1440 . 00 0 . 28060
8 8 . 00 0 . 28810
9 15. 00 0 . 28680
10 30 . 00 0 . 28550
Void Ratio = 1. 099 Compression = 28 . 3 % >>> CALCULATED USING D100
D0 = 0 . 29678 D90 = 0 . 28446 D100 = 0 . 28309
C. at 5 .2 min. = 0 . 0003 in. 2/sec.
Summit Engineering

LIQUID AND PLASTIC LIMITS TEST REPORT
60 /
Dashed line indicates the approximate
upper limit boundary for natural soils /
/
/
50
0
/
40 --- '
X /
Z /
U 30 oF
/
U /
g /
a / �
20 &
10
L-iNL ML or OL MH or OH
0
V I I - I
0 10 20 30 40 50 60 70 00 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 1. USCS
• Light-Brown Micaceous Silty Sand 59 58 1 84.0 36.9 SM
■ Light-Brown Micaceous Silty Sand 68 64 4 90.4 44.6 SM
• Orange-Brown Micaceous Sandy Elastic Silt 63 60 3 96.5 52.8 MH
Project No. 6507.L0006 Client: HDR Engineering Remarks:
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
•Location: GT21-19,ST-1 @ 15'-17'
10 Location: GT21-19,ST-2 @ 18'-20'
•Location: GT21-19,ST-3 @ 21'-23'
Summit Engineering
Ft. Mill, South Carolina Figure
Tested By: FG Checked By: MH

Particle Size Distribution Report
C C O O O
O N t0 O 0 O V N
100
I I I I ] Vm,
I I I I I
90
I I 11 1 11 I ! 11 ! I I
I I 1 1 1 l i I I l f l l
80
I I I I I I I I I I l l l l
�o ! I ! I I I 1 1 1 1
W 60
Z 50 I I l l ! I I I I I
I I !
W
W 40
a
I I I I I I I I I I I I I !
30
I I I I I I I ! 1 I I I I I
20
I I I I I I I I I I I I I !
10
1 I I I I I I I I I I I I I
0 I I I I I I I I 1 1 1 1
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%Gravel %Sand %Fines
"�o+3„
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.9 15.1 47.1 36.9
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light-Brown Micaceous Silty Sand
0.375 100.0
#4 100.0
#10 99.1
# 939 Atterberg Limi
20 .
ts
# 0 93. PL= 58 LL= 59 PI= 1
#60 70.3 Coefficients
#140 44.5 D90= 0.6045 D85= 0.4468 D60= 0.1801
#200 36.9 D50= 0.1300 D30= D15=
D10= Cu= Cc=
Classification
USCS= SM AASHTO= A-5(0)
Remarks
Moisture Content:61.8%
(no specification provided)
Location: GT21-19,ST-1 @ 15'-17'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina _Project No: 6507.1,0006 Figure
Tested By: FG Checked By: MH

9 Total Effective
C, ksf 0.64 0.48
deg 11.7 30.0
Tan 0.21 0.58
y 6
vi
U)
ca
a)
U) 3
on -I -
l L I I M MT M
0 3 6 9 12 15 18
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
6 _1 1 1 1 1 1 1 1 1 1Sample No. 1 2 3
Water Content, % 51.7 65.7 65.7
5 Dry Density, pcf 67.1 60.6 61.3
Saturation, % 92.5 99.6 101.4
.c Void Ratio 1.5111 1.7803 1.7478
Y q Diameter, in. 2.867 2.867 2.865
y Height, in. 6.039 6.024 6.014
Water Content, % 55.0 62.8 55.8
c"n 3 �- Dry Density, pcf 67.9 62.5 67.3
o Saturation, % 100.0 100.0 100.0
f6 Void Ratio 1.4841 1.6961 1.5060
0 2 ¢ Diameter, in. 2.852 2.857 2.810
Height, in. 6.037 5.882 5.701
Strain rate, %/min. 0.07 0.07 0.07
1 Back Pressure, psi 50.00 50.00 50.00
Cell Pressure, psi 56.90 77.80 105.50
0 Fail. Stress, ksf 2.17 3.47 5.70
0 5 10 15 20 Total Pore Pr., ksf 7.91 10.37 13.16
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: a, Failure, ksf 2.46 4.30 7.73
CU with Pore Pressures 63 Failure, ksf 0.29 0.84 2.03
Sample Type: Shelby Tube Client: HDR Engineering
Description: Light-Brown Micaceous Silty Sand
Project: PLI Concentrator Definitive Feasibility Study
LL= 59 PL= 58 PI= 1 Gaston County,North Carolina
Assumed Specific Gravity=2.70 Location: GT21-19, ST-1 @ 15'-17'
Remarks:
Proj. No.: 6507.L0006 Date Sampled: 11-17-21
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure 11 Ft. Mill South Carolina
Tested By: FG Checked By: MH

15 1 15 2
12 i 12
m to U 9
) 9 w ai n
m N `� — -- — -- w N
co
6 � 0 6 —
0m 0ca
El- .> a '>
16 3 0 � 3
p 0 I
0% 8% 16% 0% 8% 16%
15 3 1 15 4
12 12
N I /
9 � � w 9
uNi N aim 2 "-
6 0 6
`0 m 0 m
>a a '�
F 3 3
0 0
0% 8% 16% 0% 8% 16%
6 Peak Strength
Total Effective /
a= 0.63 ksf 0.35 ksf /
a= 11.4 deg 26.8 deg
tan a= 0.20 0.51 /
4
/
/
m /
Y /
2
T
1 �
0
7-
0 2 4 6 $ 10 12
p, ksf
Stress Paths: Total Effective———
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Location: GT21-19, ST-1 @ 15'-17'
Project No.: 6507.L0006 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 11/18/2021
CU with Pore Pressures 8:45 AM
Date: 11-17-21
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Project No.: 6507.1,0006
Location: GT21-19, ST-1 @ 15'-17'
Description: Light-Brown Micaceous Silty Sand
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL=59 PL=58 PI=1
Test Method: ASTM D 4767 Method B
;,arameters for Specimen No. I
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1042.380 1064.520
Moisture content: Dry soil+tare, gms. 686.940 686.940
Moisture content: Tare,gms. 0.000 0.000
Moisture,% 51.7 55.8 55.0 55.0
Moist specimen weight,gms. 1042.38
Diameter, in. 2.867 2.859 2.852
Area, in? 6.456 6.418 6.388
Height, in. 6.039 6.066 6.037
Net decrease in height, in. -0.027 0.029
Net decrease in water volume,cc. 6.000
Wet density, pcf 101.9 104.7 105.2
Dry density, pcf 67.1 67.2 67.9
Void ratio 1.5111 1.5077 1.4841
Saturation, % 92.5 100.0 100.0
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.02 cm
Consolidation cell pressure=56.90 psi(8.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=0.99 ksf
Strain rate, %/min.=0.07
Fail. Stress=2.17 ksf at reading no.23
Summit Engineering

Test Readings for i •
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.99 0.99 1.00 50.00 0.99 0.00
1 0.0030 14.5 15 0.0 0.33 0.84 1.16 1.39 51.10 1.00 0.16
2 0.0050 17.4 17 0.1 0.39 0.79 1.18 1.49 51.40 0.99 0.20
3 0.0090 26.1 26 0.1 0.59 0.68 1.26 1.87 52.20 0.97 0.29
4 0.0160 32.7 33 0.3 0.74 0.59 1.33 2.25 52.80 0.96 0.37
5 0.0210 38.3 38 0.3 0.86 0.53 1.39 2.61 53.20 0.96 0.43
6 0.0240 43.1 43 0.4 0.97 0.48 1.44 3.04 53.60 0.96 0.48
7 0.0290 47.4 47 0.5 1.06 0.43 1.50 3.46 53.90 0.96 0.53
8 0.0340 51.3 51 0.6 1.15 0.40 1.55 3.85 54.10 0.98 0.57
9 0.0400 55.1 55 0.7 1.23 0.37 1.61 4.30 54.30 0.99 0.62
10 0.0460 58.1 58 0.8 1.30 0.35 1.65 4.76 54.50 1.00 0.65
11 0.0510 61.0 61 0.8 1.36 0.33 1.69 5.12 54.60 1.01 0.68
12 0.0560 63.5 64 0.9 1.42 0.32 1.73 5.48 54.70 1.03 0.71
13 0.0590 66.0 66 1.0 1.47 0.30 1.78 5.87 54.80 1.04 0.74
14 0.0660 68.1 68 1.1 1.52 0.40 1.92 4.77 54.10 1.16 0.76
15 0.0690 69.9 70 1.1 1.56 0.37 1.93 5.16 54.30 1.15 0.78
16 0.0760 71.7 72 1.3 1.60 0.36 1.96 5.43 54.40 1.16 0.80
17 0.0810 73.7 74 1.3 1.64 0.35 1.98 5.74 54.50 1.17 0.82
18 0.0850 75.5 76 1.4 1.68 0.33 2.01 6.07 54.60 1.17 0.84
19 0.0910 77.2 77 1.5 1.71 0.33 2.05 6.17 54.60 1.19 0.86
20 0.0960 78.7 79 1.6 1.75 0.32 2.06 6.51 54.70 1.19 0.87
21 0.1010 80.1 80 1.7 1.78 0.32 2.09 6.60 54.70 1.20 0.89
22 0.1510 91.3 91 2.5 2.01 0.29 2.29 7.97 54.90 1.29 1.00
23 0.2060 99.6 100 3.4 2.17 0.29 2.46 8.53 54.90 1.37 1.08
24 0.2540 105.4 105 4.2 2.28 0.30 2.58 8.53 54.80 1.44 1.14
25 0.3050 109.3 109 5.1 2.34 0.32 2.66 8.38 54.70 1.49 1.17
26 0.3560 111.8 112 5.9 2.37 0.33 2.70 8.16 54.60 1.52 1.19
27 0.4000 113.9 114 6.6 2.40 0.35 2.74 7.94 54.50 1.54 1.20
28 0.4500 116.7 117 7.5 2.43 0.35 2.78 8.04 54.50 1.56 1.22
29 0.5000 118.6 119 8.3 2.45 0.43 2.88 6.68 53.90 1.66 1.23
30 0.5500 120.9 121 9.1 2.48 0.43 2.91 6.73 53.90 1.67 1.24
31 0.6000 122.9 123 9.9 2.49 0.50 3.00 5.95 53.40 1.75 1.25
32 0.6500 125.4 125 10.8 2.52 0.48 3.00 6.31 53.60 1.74 1.26
33 0.7000 127.4 127 11.6 2.54 0.49 3.03 6.19 53.50 1.76 1.27
34 0.7500 129.4 129 12.4 2.55 0.46 3.02 6.54 53.70 1.74 1.28
35 0.8000 131.5 132 13.3 2.57 0.49 3.06 6.25 53.50 1.78 1.29
36 0.8520 133.6 134 14.1 2.59 0.49 3.08 6.28 53.50 1.78 1.29
37 0.9010 134.7 135 14.9 2.58 0.50 3.09 6.13 53.40 1.80 1.29
Summit Engineering

Lrarameters for Specimen No. 2
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1025.490 1007.640
Moisture content: Dry soil+tare,gms. 618.880 618.880
Moisture content: Tare,gms. 0.000 0.000
Moisture,% 65.7 69.2 62.8 62.8
Moist specimen weight,gms. 1025.49
Diameter, in. 2.867 2.910 2.857
Area, in? 6.456 6.652 6.411
Height, in. 6.024 6.029 5.882
Net decrease in height, in. -0.005 0.147
Net decrease in water volume,cc. 39.200
Wet density, pcf 100.5 99.4 101.8
Dry density, pcf 60.6 58.8 62.5
Void ratio 1.7803 1.8671 1.6961
Saturation, % 99.6 100.0 100.0
Jest Readings for Specimen-No...-.2
Membrane modulus=0.124105 kN/cm'
Membrane thickness=0.02 cm
Consolidation cell pressure=77.80 psi(11.20 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=4.00 ksf
Strain rate,%/min.=0.07
Fail. Stress=3.47 ksf at reading no. 32
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 4.00 4.00 1.00 50.00 4.00 0.00
1 0.0030 26.3 26 0.1 0.59 3.63 4.22 1.16 52.60 3.92 0.30
2 0.0080 41.1 41 0.1 0.92 3.36 4.28 1.27 54.50 3.82 0.46
3 0.0120 52.2 52 0.2 1.17 3.14 4.31 1.37 56.00 3.72 0.59
4 0.0190 61.4 61 0.3 1.37 3.02 4.40 1.45 56.80 3.71 0.69
5 0.0220 69.2 69 0.4 1.55 2.78 4.33 1.56 58.50 3.55 0.77
6 0.0270 75.8 76 0.5 1.69 2.64 4.33 1.64 59.50 3.48 0.85
7 0.0320 81.6 82 0.5 1.82 2.51 4.33 1.73 60.40 3.42 0.91
8 0.0380 86.4 86 0.6 1.93 2.39 4.32 1.81 61.20 3.35 0.96
9 0.0440 90.6 91 0.7 2.02 2.29 4.31 1.88 61.90 3.30 1.01
10 0.0480 94.7 95 0.8 2.11 2.20 4.31 1.96 62.50 3.26 1.05
11 0.0540 98.4 98 0.9 2.19 2.12 4.31 2.03 63.10 3.21 1.09
12 0.0580 101.9 102 1.0 2.27 2.04 4.31 2.11 63.60 3.18 1.13
13 0.0620 104.8 105 1.1 2.33 2.06 4.39 2.13 63.50 3.22 1.16
14 0.0690 107.7 108 1.2 2.39 1.90 4.29 2.26 64.60 3.10 1.20
15 0.0740 110.8 111 1.3 2.46 1.84 4.30 2.33 65.00 3.07 1.23
16 0.0790 113.2 113 1.3 2.51 1.79 4.29 2.40 65.40 3.04 1.25
17 0.0840 115.3 115 1.4 2.55 1.73 4.28 2.48 65.80 3.00 1.28
18 0.0890 117.3 117 1.5 2.59 1.68 4.28 2.54 66.10 2.98 1.30
19 0.0920 119.1 119 1.6 2.63 1.70 4.33 2.55 66.00 3.02 1.32
20 0.0970 120.8 121 1.6 2.67 1.60 4.27 2.67 66.70 2.93 1.33
21 0.1020 121.6 122 1.7 2.68 1.57 4.25 2.71 66.90 2.91 1.34
22 0.1520 134.9 135 2.6 2.95 1.31 4.26 3.25 68.70 2.79 1.48
23 0.2020 141.6 142 3.4 3.07 1.11 4.18 3.77 70.10 2.64 1.54
Summit Engineering

• a • + a
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.2530 146.7 147 4.3 3.15 1.05 4.20 4.00 70.50 2.63 1.58
25 0.3020 150.4 150 5.1 3.20 0.95 4.16 4.37 71.20 2.55 1.60
26 0.3540 153.5 154 6.0 3.24 0.89 4.13 4.63 71.60 2.51 1.62
27 0.4030 156.7 157 6.9 3.28 0.88 4.16 4.73 71.70 2.52 1.64
28 0.4530 160.3 160 7.7 3.32 0.86 4.19 4.85 71.80 2.53 1.66
29 0.5000 163.4 163 8.5 3.36 0.84 4.19 5.02 72.00 2.51 1.68
30 0.5510 166.3 166 9.4 3.39 0.84 4.22 5.05 72.00 2.53 1.69
31 0.6530 172.7 173 11.1 3.45 0.84 4.28 5.13 72.00 2.56 1.72
32 0.7000 175.3 175 11.9 3.47 0.84 4.30 5.15 72.00 2.57 1.73
33 0.7530 177.3 177 12.8 3.47 0.85 4.32 5.09 71.90 2.59 1.74
34 0.8020 176.8 177 13.6 3.43 0.86 4.29 4.97 71.80 2.58 1.71
35 0.8500 180.3 180 14.5 3.46 0.86 4.33 5.01 71.80 2.60 1.73
36 0.9000 179.7 180 15.3 3.42 0.89 4.31 4.83 71.60 2.60 1.71
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1034.140 972.500
Moisture content: Dry soil+tare,gms. 624.280 624.280
Moisture content: Tare, gms. 0.000 0.000
Moisture, % 65.7 72.9 55.8 55.8
Moist specimen weight,gms. 1034.14
Diameter, in. 2.865 2.977 2.810
Area, in? 6.447 6.961 6.202
Height, in. 6.014 6.018 5.701
Net decrease in height, in. -0.004 0.317
Net decrease in water volume,cc. 107.000
Wet density, pcf 101.6 98.2 104.8
Dry density, pcf 61.3 56.8 67.3
Void ratio 1.7478 1.9688 1.5060
Saturation, % 101.4 100.0 100.0
Membrane modulus=0.124105 Wcm'
Membrane thickness=0.02 cm
Consolidation cell pressure= 105.50 psi(15.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=7.99 ksf
Strain rate, %/min.=0.07
Fail. Stress=5.70 ksf at reading no. 31
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 7.99 7.99 1.00 50.00 7.99 0.00
1 0.0030 25.0 25 0.1 0.58 7.69 8.27 1.08 52.10 7.98 0.29
2 0.0050 42.1 42 0.1 0.98 7.44 8.42 1.13 53.80 7.93 0.49
3 0.0100 65.3 65 0.2 1.51 7.06 8.57 1.21 56.50 7.81 0.76
4 0.0150 86.2 86 0.3 2.00 6.68 8.68 1.30 59.10 7.68 1.00
5 0.0200 103.2 103 0.4 2.39 6.35 8.74 1.38 61.40 7.54 1.19
6 0.0290 129.4 129 0.5 2.99 5.80 8.79 1.52 65.20 7.30 1.49
Summit Engineering

Test Readings for • •
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
7 0.0340 139.9 140 0.6 3.23 5.53 8.76 1.58 67.10 7.14 1.61
8 0.0390 149.2 149 0.7 3.44 5.31 8.75 1.65 68.60 7.03 1.72
9 0.0440 157.2 157 0.8 3.62 5.13 8.75 1.71 69.90 6.94 1.81
10 0.0470 164.5 165 0.8 3.79 4.94 8.73 1.77 71.20 6.83 1.89
11 0.0520 170.8 171 0.9 3.93 4.78 8.71 1.82 72.30 6.75 1.96
12 0.0570 176.7 177 1.0 4.06 4.75 8.81 1.85 72.50 6.78 2.03
13 0.0620 181.4 181 1.1 4.17 4.49 8.66 1.93 74.30 6.58 2.08
14 0.0670 186.2 186 1.2 4.27 4.38 8.65 1.98 75.10 6.51 2.14
15 0.0720 190.5 191 1.3 4.37 4.26 8.63 2.02 75.90 6.45 2.18
16 0.0770 194.3 194 1.4 4.45 4.16 8.61 2.07 76.60 6.39 2.23
17 0.0810 198.0 198 1.4 4.53 4.02 8.55 2.13 77.60 6.28 2.27
18 0.0860 201.4 201 1.5 4.61 3.93 8.54 2.17 78.20 6.23 2.30
19 0.0910 204.4 204 1.6 4.67 3.84 8.51 2.21 78.80 6.18 2.33
20 0.0970 207.5 208 1.7 4.74 3.77 8.51 2.26 79.30 6.14 2.37
21 0.1010 210.0 210 1.8 4.79 3.70 8.49 2.29 79.80 6.10 2.39
22 0.1520 230.0 230 2.7 5.20 3.08 8.28 2.69 84.10 5.68 2.60
23 0.2040 242.6 243 3.6 5.43 2.74 8.17 2.98 86.50 5.45 2.72
24 0.2530 250.3 250 4.4 5.55 2.49 8.04 3.23 88.20 5.27 2.78
25 0.3040 256.4 256 5.3 5.64 2.32 7.95 3.43 89.40 5.14 2.82
26 0.3540 261.3 261 6.2 5.69 2.23 7.92 3.55 90.00 5.08 2.84
27 0.4040 264.9 265 7.1 5.71 2.15 7.86 3.66 90.60 5.00 2.86
28 0.4500 268.1 268 7.9 5.73 2.10 7.84 3.73 90.90 4.97 2.87
29 0.5020 270.1 270 8.8 5.72 2.06 7.78 3.78 91.20 4.92 2.86
30 0.5540 272.8 273 9.7 5.72 2.04 7.76 3.80 91.30 4.90 2.86
31 0.6000 274.2 274 10.5 5.70 2.03 7.73 3.81 91.40 4.88 2.85
32 0.6540 276.0 276 11.5 5.67 2.03 7.70 3.79 91.40 4.87 2.84
33 0.7040 276.9 277 12.3 5.63 2.03 7.67 3.78 91.40 4.85 2.82
34 0.7500 275.4 275 13.2 5.55 2.02 7.57 3.75 91.50 4.79 2.78
35 0.8000 271.7 272 14.0 5.42 2.02 7.44 3.69 91.50 4.73 2.71
36 0.8510 270.0 270 14.9 5.33 2.00 7.33 3.66 91.60 4.67 2.67
37 0.9000 267.8 268 15.8 5.24 1.99 7.22 3.63 91.70 4.61 2.62
Summit Engineering

Particle Size Distribution Report
C C O O CDC C O O CD ID O O V O
100
90
I I I I I I I I I 1 1 1 1 1
I I I I I i 1 I I I I I
a0
�o I I I I I I I [ I
I I I l l I I I I I I I I I
W 60
LL
1 I 1 1 1 1 1 i f l i 1 1 1
Z so I I I I I I I I I I I ! !
LJ I I I I I I I I I
L) I I I I I I ! l I I I I
d 40
I 1 I I I I I i I I I I I I
I I I l f I I I I I I I I I
30
l ! I I I 11 I I I I I I I
20 I I I I I ! I I I I 1 1 1 1
l I I I I I I I i I I I I I
10
o I 1 1 1 I I I 1 1 1 1 1
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%Gravel %Sand %Fines
"�o+3„
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 9.6 45.8 44.6
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Light-Brown Micaceous Silty Sand
0.375 100.0
#4 100.0
#10 100.0
20 98.9 Attertserg Limits
#
# 0 9 .4 PL= 64 LL= 68 Pl= 4
#60 77.5 Coefficients
#140 52.5 D90= 0.4166 D85= 0.3319 D60= 0.1391
#200 44.6 D50= 0.0955 D30= D15=
D10= CU= Cc=
Classification
USCS= SM AASHTO= A-5(2)
Remarks
Moisture Content:69.1%
(no specification provided)
Location: GT21-19,ST-2 @ 18'-20'
Date: 11-17-21
I Summit Engineering Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FG — Checked By: MH

9 Total Effective
C, ksf 0.64 0.23
deg 11.1 33.5
Tan 0.20 0.66
N 6
Y
y
y
N
U)
f0
N
L
U) 3
Ao
0 3 S 9 12 15 18
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
s Sample No. 1 2 3
Water Content, % 61.2 57.6 67.2
5 Dry Density, pcf 61.4 64.2 58.8
To Saturation, % 94.7 95.6 97.1
'E Void Ratio 1.7440 1.6273 1.8682
Y 4 Diameter, in. 2.868 2.869 2.867
Height, in. 5.953 6.071 5.998
Water Content, % 64.9 58.3 55.6
U) 3 1 1 LI-TDry Density, pcf 61.3 65.5 67.4
o Saturation, % 100.0 100.0 100.0
Void Ratio 1.7512 1.5750 1.5025
2 Q Diameter, in. 2.880 2.866 2.753
0
Height, in. 5.917 5.964 5.676
Strain rate, %/min. 0.07 0.07 0.07
1 Back Pressure, psi 50.00 50.00 50.00
Cell Pressure, psi 56.90 77.80 105.50
0 i Fail. Stress, ksf 2.02 3.49 5.37
0 5 10 15 20 Total Pore Pr., ksf 7.68 9.94 13.38
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: a, Failure, ksf 2.54 4.76 7.18
CU with Pore Pressures 63 Failure, ksf 0.52 1.27 1.81
Sample Type: Shelby Tube Client: HDR Engineering
Description: Light-Brown Micaceous Silty Sand
Project: PLI Concentrator Definitive Feasibility Study
LL= 68 PL= 64 PI=4 Gaston County,North Carolina
Assumed Specific Gravity=2.70 Location: GT21-19,ST-2 @ 18'-20'
Remarks:
Proj. No.: 6507.L0006 Date Sampled: 11-17-21
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure Ft. Mill, South Carolina
Tested By: FG _ Checked By: MH

15 15 z
12 - i 12
a� a)
9 - (n 9
a.
6 2 `0 6
`0m 0m
IL (L >
a) m
3 0 3
0 0
0% 8% 16°I 0% 8% 16%
15 3 15 4
12 i 12
v0i aim 91� 9
L 6- 6
� ..
`0 m 0 as
a '> o- '5
0 3 - 0 C, 3
0 0
0% 8% 16% 0% 8% 16%
6 Peak Strength /
Total Effective
a= 0.63 ksf 0.15 ksf /
a= 10.9 deg 29.3 deg /
tan a= 0.19 0.56
4 /
lo
Y /
2Oe
/
OL-1
0 2 4 6 8 10 12
p, ksf
Stress Paths: Total Effective———
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Location: GT21-19, ST-2 @ 18'-20'
Project No.: 6507.L0006 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 11/18/2021
CU with Pore Pressures 9:11 AM
Date: 11-17-21
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Project No.: 6507.L0006
Location: GT21-19, ST-2 @ 18'-20'
Description: Light-Brown Micaceous Silty Sand
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL=68 PL=64 PI=4
Test Method: ASTM D 4767 Method B
Parameters for Specimen No.
-
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 999.520 1022.310
Moisture content: Dry soil+tare,gms. 620.110 620.110
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 61.2 66.0 64.9 64.9
Moist specimen weight, gms. 999.52
Diameter, in. 2.868 2.877 2.880
Area, in? 6.460 6.502 6.517
Height, in. 5.953 5.994 5.917
Net decrease in height, in. -0.041 0.077
Net decrease in water volume, cc. 6.800
Wet density, pcf 99.0 100.6 101.0
Dry density, pcf 61.4 60.6 61.3
Void ratio 1.7440 1.7808 1.7512
Saturation, % 94.7 100.0 100.0
Test Readings for Specimen No. 1 modulus=0.124105 kN/cm2
Membrane thickness=0.02 cm
Consolidation cell pressure=56.90 psi(8.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=0.99 ksf
Strain rate, %/min. =0.07
Fail.Stress=2.02 ksf at reading no.26
Summit Engineering

Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.99 0.99 1.00 50.00 0.99 0.00
1 0.0030 14.9 15 0.1 0.33 0.89 1.22 1.37 50.70 1.06 0.16
2 0.0050 17.7 18 0.1 0.39 0.86 1.25 1.45 50.90 1.06 0.20
3 0.0100 25.7 26 0.2 0.57 0.81 1.37 1.70 51.30 1.09 0.28
4 0.0140 31.9 32 0.2 0.70 0.75 1.45 1.94 51.70 1.10 0.35
5 0.0190 36.9 37 0.3 0.81 0.71 1.52 2.15 52.00 1.11 0.41
6 0.0240 41.1 41 0.4 0.90 0.68 1.58 2.34 52.20 1.13 0.45
7 0.0290 45.0 45 0.5 0.99 0.66 1.65 2.49 52.30 1.16 0.49
8 0.0340 48.6 49 0.6 1.07 0.63 1.70 2.69 52.50 1.17 0.53
9 0.0390 51.6 52 0.7 1.13 0.63 1.77 2.79 52.50 1.20 0.57
10 0.0450 54.2 54 0.8 1.19 0.62 1.81 2.92 52.60 1.21 0.59
11 0.0490 56.9 57 0.8 1.25 0.58 1.82 3.16 52.90 1.20 0.62
12 0.0550 59.3 59 0.9 1.30 0.56 1.86 3.31 53.00 1.21 0.65
13 0.0600 61.3 61 1.0 1.34 0.55 1.89 3.45 53.10 1.22 0.67
14 0.0650 63.1 63 1.1 1.38 0.55 1.93 3.52 53.10 1.24 0.69
15 0.0690 64.7 65 1.2 1.41 0.53 1.95 3.65 53.20 1.24 0.71
16 0.0740 66.3 66 1.3 1.45 0.52 1.97 3.79 53.30 1.24 0.72
17 0.0800 67.9 68 1.4 1.48 0.52 2.00 3.86 53.30 1.26 0.74
18 0.0850 69.5 70 1.4 1.51 0.52 2.03 3.92 53.30 1.28 0.76
19 0.0900 70.5 71 1.5 1.53 0.53 2.07 3.88 53.20 1.30 0.77
20 0.0950 71.8 72 1.6 1.56 0.52 2.08 4.01 53.30 1.30 0.78
21 0.1000 72.8 73 1.7 1.58 0.50 2.09 4.14 53.40 1.29 0.79
22 0.1500 81.2 81 2.5 1.75 0.49 2.24 4.57 53.50 1.36 0.87
23 0.2000 86.7 87 3.4 1.85 0.50 2.36 4.67 53.40 1.43 0.93
24 0.2500 90.7 91 4.2 1.92 0.52 2.44 4.70 53.30 1.48 0.96
25 0.3000 94.3 94 5.1 1.98 0.52 2.50 4.82 53.30 1.51 0.99
26 0.3500 97.1 97 5.9 2.02 0.52 2.54 4.89 53.30 1.53 1.01
27 0.4010 99.8 100 6.8 2.06 0.53 2.59 4.86 53.20 1.56 1.03
28 0.4500 102.1 102 7.6 2.08 0.55 2.63 4.81 53.10 1.59 1.04
29 0.5000 104.4 104 8.5 2.11 0.56 2.67 4.76 53.00 1.62 1.06
30 0.5510 106.5 107 9.3 2.13 0.58 2.71 4.71 52.90 1.64 1.07
31 0.6010 108.3 108 10.2 2.15 0.59 2.74 4.64 52.80 1.67 1.08
32 0.6510 110.0 110 11.0 2.16 0.60 2.77 4.58 52.70 1.69 1.08
33 0.7010 111.5 112 11.8 2.17 0.60 2.78 4.59 52.70 1.69 1.09
34 0.7510 112.9 113 12.7 2.18 0.62 2.80 4.52 52.60 1.71 1.09
35 0.8010 114.1 114 13.5 2.18 0.63 2.81 4.44 52.50 1.72 1.09
36 0.8510 114.7 115 14.4 2.17 0.65 2.82 4.35 52.40 1.73 1.09
37 0.9000 115.9 116 15.2 2.17 0.66 2.83 4.28 52.30 1.75 1.09
Summit Engineering

Parameters for ■ •
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1041.800 1046.480
Moisture content: Dry soil+tare,gms. 660.940 660.940
Moisture content: Tare, gms. 0.000 0.000
Moisture, % 57.6 66.0 58.3 58.3
Moist specimen weight,gms. 1041.80
Diameter, in. 2.869 2.949 2.866
Area, in? 6.465 6.829 6.450
Height, in. 6.071 6.084 5.964
Net decrease in height, in. -0.013 0.120
Net decrease in water volume, cc. 50.500
Wet density, pcf 101.1 100.6 103.6
Dry density, pcf 64.2 60.6 65.5
Void ratio 1.6273 1.7813 1.5750
Saturation, % 95.6 100.0 100.0
Jest Readings for ■ - ■
Membrane modulus=0.124105 kN/cmZ
Membrane thickness=0.02 cm
Consolidation cell pressure=77.80 psi(11.20 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=4.00 ksf
Strain rate, %/min.=0.07
Fail. Stress=3.49 ksf at reading no. 34
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 4.00 4.00 1.00 50.00 4.00 0.00
1 0.0030 21.1 21 0.1 0.47 3.79 4.26 1.12 51.50 4.02 0.24
2 0.0050 29.8 30 0.1 0.66 3.67 4.34 1.18 52.30 4.00 0.33
3 0.0100 44.1 44 0.2 0.98 3.44 4.42 1.29 53.90 3.93 0.49
4 0.0140 54.6 55 0.2 1.22 3.25 4.47 1.37 55.20 3.86 0.61
5 0.0190 63.3 63 0.3 1.41 3.10 4.50 1.46 56.30 3.80 0.70
6 0.0240 70.7 71 0.4 1.57 2.95 4.52 1.53 57.30 3.74 0.79
7 0.0290 77.1 77 0.5 1.71 2.84 4.55 1.60 58.10 3.69 0.86
8 0.0340 82.6 83 0.6 1.83 2.72 4.56 1.67 58.90 3.64 0.92
9 0.0390 87.5 88 0.7 1.94 2.62 4.56 1.74 59.60 3.59 0.97
10 0.0440 92.0 92 0.7 2.04 2.53 4.57 1.80 60.20 3.55 1.02
11 0.0490 95.9 96 0.8 2.12 2.45 4.57 1.87 60.80 3.51 1.06
12 0.0540 99.4 99 0.9 2.20 2.39 4.59 1.92 61.20 3.49 1.10
13 0.0590 102.6 103 1.0 2.27 2.30 4.57 1.98 61.80 3.44 1.13
14 0.0640 105.8 106 1.1 2.34 2.25 4.58 2.04 62.20 3.41 1.17
15 0.0690 108.5 109 1.2 2.39 2.19 4.58 2.09 62.60 3.39 1.20
16 0.0740 110.9 111 1.2 2.45 2.13 4.58 2.15 63.00 3.35 1.22
17 0.0800 113.6 114 1.3 2.50 2.07 4.58 2.21 63.40 3.32 1.25
18 0.0840 115.7 116 1.4 2.55 2.04 4.59 2.25 63.60 3.32 1.27
19 0.0890 117.8 118 1.5 2.59 1.99 4.58 2.30 64.00 3.28 1.30
20 0.0940 119.8 120 1.6 2.63 1.96 4.59 2.34 64.20 3.27 1.32
21 0.0990 121.6 122 1.7 2.67 1.92 4.59 2.39 64.50 3.25 1.33
22 0.1040 123.3 123 1.7 2.70 1.89 4.59 2.43 64.70 3.24 1.35
23 0.1500 134.7 135 2.5 2.93 1.64 4.57 2.79 66.40 3.11 1.47
Summit Engineering

Ikead.ings fora •
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.2050 144.1 144 3.4 3.11 1.47 4.58 3.12 67.60 3.02 1.55
25 0.2500 149.4 149 4.2 3.20 1.38 4.58 3.31 68.20 2.98 1.60
26 0.3000 154.0 154 5.0 3.27 1.32 4.59 3.46 68.60 2.96 1.63
27 0.3500 157.7 158 5.9 3.31 1.30 4.61 3.56 68.80 2.95 1.66
28 0.4000 161.3 161 6.7 3.36 1.27 4.63 3.65 69.00 2.95 1.68
29 0.4500 164.3 164 7.5 3.39 1.27 4.66 3.68 69.00 2.96 1.70
30 0.5000 167.5 168 8.4 3.43 1.27 4.69 3.70 69.00 2.98 1.71
31 0.5500 169.8 170 9.2 3.44 1.25 4.69 3.75 69.10 2.97 1.72
32 0.6010 172.4 172 10.1 3.46 1.27 4.73 3.73 69.00 3.00 1.73
33 0.6510 175.3 175 10.9 3.49 1.27 4.75 3.75 69.00 3.01 1.74
34 0.7000 177.2 177 11.7 3.49 1.27 4.76 3.76 69.00 3.01 1.75
35 0.7520 179.5 180 12.6 3.50 1.28 4.78 3.73 68.90 3.03 1.75
36 0.8020 181.6 182 13.4 3.51 1.28 4.79 3.74 68.90 3.04 1.75
37 0.8510 183.2 183 14.3 3.51 1.30 4.80 3.71 68.80 3.05 1.75
38 0.9020 184.3 184 15.1 3.49 1.31 4.80 3.67 68.70 3.06 1.75
Summit Engineering

Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 998.800 929.710
Moisture content: Dry soil+tare,gms. 597.320 597.320
Moisture content: Tare,gms. 0.000 0.000
Moisture, % 67.2 71.6 55.6 55.6
Moist specimen weight, gms. 998.80
Diameter, in. 2.867 2.896 2.753
Area, in? 6.456 6.586 5.952
Height, in. 5.998 6.010 5.676
Net decrease in height, in. -0.012 0.334
Net decrease in water volume, cc. 95.000
Wet density, pcf 98.3 98.6 104.8
Dry density, pcf 58.8 57.5 67.4
Void ratio 1.8682 1.9319 1.5025
Saturation, % 97.1 100.0 100.0
Test Readings for Specimen
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.02 cm
Consolidation cell pressure= 105.50 psi(15.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=7.99 ksf
Strain rate, %/min. =0.07
Fail.Stress=5.37 ksf at reading no.32
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 7.99 7.99 1.00 50.00 7.99 0.00
1 0.0030 37.8 38 0.1 0.91 7.39 8.30 1.12 54.20 7.84 0.46
2 0.0090 59.0 59 0.2 1.43 6.97 8.39 1.20 57.10 7.68 0.71
3 0.0150 75.1 75 0.3 1.81 6.60 8.41 1.27 59.70 7.50 0.91
4 0.0200 88.2 88 0.4 2.13 6.29 8.42 1.34 61.80 7.36 1.06
5 0.0250 99.6 100 0.4 2.40 6.02 8.42 1.40 63.70 7.22 1.20
6 0.0280 109.4 109 0.5 2.63 5.77 8.41 1.46 65.40 7.09 1.32
7 0.0350 118.0 118 0.6 2.84 5.56 8.40 1.51 66.90 6.98 1.42
8 0.0400 125.9 126 0.7 3.02 5.36 8.38 1.56 68.30 6.87 1.51
9 0.0450 132.6 133 0.8 3.18 5.18 8.37 1.61 69.50 6.78 1.59
10 0.0500 139.0 139 0.9 3.33 5.01 8.34 1.67 70.70 6.68 1.67
11 0.0550 144.7 145 1.0 3.47 4.87 8.33 1.71 71.70 6.60 1.73
12 0.0600 150.2 150 1.1 3.60 4.72 8.32 1.76 72.70 6.52 1.80
13 0.0650 155.1 155 1.1 3.71 4.58 8.29 1.81 73.70 6.43 1.85
14 0.0700 159.9 160 1.2 3.82 4.45 8.27 1.86 74.60 6.36 1.91
15 0.0750 164.3 164 1.3 3.92 4.33 8.26 1.90 75.40 6.30 1.96
16 0.0800 168.3 168 1.4 4.01 4.23 8.25 1.95 76.10 6.24 2.01
17 0.0850 171.9 172 1.5 4.10 4.13 8.23 1.99 76.80 6.18 2.05
18 0.0900 178.6 179 1.6 4.25 3.95 8.20 2.08 78.10 6.07 2.13
19 0.0980 181.6 182 1.7 4.32 3.86 8.18 2.12 78.70 6.02 2.16
20 0.1080 187.3 187 1.9 4.45 3.72 8.16 2.20 79.70 5.94 2.22
21 0.1520 205.1 205 2.7 4.83 3.15 7.98 2.53 83.60 5.57 2.41
22 0.2050 217.0 217 3.6 5.06 2.75 7.81 2.84 86.40 5.28 2.53
23 0.2550 225.6 226 4.5 5.21 2.49 7.70 3.09 88.20 5.10 2.61
Summit Engineering

1! Test
Readings for S OR
pedJ
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.3000 231.6 232 5.3 5.31 2.30 7.61 3.30 89.50 4.96 2.65
25 0.3500 236.0 236 6.2 5.36 2.16 7.52 3.48 90.50 4.84 2.68
26 0.4010 239.7 240 7.1 5.39 2.04 7.43 3.64 91.30 4.74 2.69
27 0.4500 242.9 243 7.9 5.41 1.97 7.38 3.74 91.80 4.68 2.71
28 0.5000 244.6 245 8.8 5.40 1.92 7.31 3.82 92.20 4.61 2.70
29 0.5510 247.5 248 9.7 5.41 1.87 7.28 3.89 92.50 4.58 2.70
30 0.6010 249.6 250 10.6 5.40 1.84 7.24 3.93 92.70 4.54 2.70
31 0.6510 251.3 251 11.5 5.38 1.84 7.23 3.92 92.70 4.53 2.69
32 0.7020 253.1 253 12.4 5.37 1.81 7.18 3.96 92.90 4.50 2.68
33 0.7510 255.1 255 13.2 5.36 1.81 7.17 3.95 92.90 4.49 2.68
34 0.80210 257.1 257 14.1 5.34 1.81 7.16 3.94 92.90 4.49 2.67
35 0.8520 257.4 257 15.0 5.29 1.81 7.11 3.92 92.90 4.46 2.65
36 0.9010 259.7 260 15.9 5.29 1.83 7.11 3.89 92.80 4.47 2.64
Summit Engineering

Particle Size Distribution Report
000
C C C C C C O O O co
co O R O
c0 c7 N n \ # #
100
1 I 11 1 I T
I I I I I I
90
so
I I I l l 1 1 I I I I I I I
�0
Of
1 I 11 1 I I f I I I I
w s0
1 I I l l I I I I I I I I I
Z 50 I I I I I I I I I
1 I 1 ! I I
U I I 1 1 1 I I I I I I I I I
W 40
IL I I I I I I I I
I I l l 1 1 I I I l l l l
30
I 1 I I 111 I I I I 1 1 1
20 1 1 f I I I I I I
I I I I I I I I I I I I I I
10
1 I 11 1 I I I I I I I I I
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
+3„ %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 3.5 43.7 52.8
SIEVE PERCENT SPEC.* PASS? Material Description
SIZE FINER PERCENT (X=NO) Orange-Brown Micaceous Sandy Elastic Silt
0.375 100.0
#4 100.0
#10 100.0
Atterberg Limit
#20 99.6 s
# 0 96.5 PL= 60 LL= 63 Pl= 3
#60 86.8 Coefficients
#140 62.1 D90= 0.2870 D85= 0.2325 D60= 0.0982
#200 52.8 D50= D30= D15=
D10= CU= Cc=
Classification
USCS= MH AASHTO= A-5(3)
Remarks
Moisture Content:66.7%
(no specification provided)
Location: GT21-19,ST-3 @ 21'-23'
Date: 11-17-21
Summit Engineering Client: HDREngineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Ft. Mill South Carolina Project No: 6507.L0006 Figure
Tested By: FIG Checked By: MH

9 Total Effective
C, ksf 0.62 0.47
0.deg 11.1 28.0
Tan 0.20 0.53
N 6
Y
N
y
N
''L^^
v/
L
cc
L
U) 3
1_0 iXd
-__
3 6 9 12 15 18
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
6 Sample No. 1 2 3
Water Content, % 69.2 65.7 67.4
5 Dry Density, pcf 57.6 59.2 59.6
Saturation, % 97.0 96.1 99.7
c Void Ratio 1.9254 1.8455 1.8267
Y q J Diameter, in. 2.865 2.868 2.868
Height, in. 5.996 6.010 6.032
_ Water Content, % 71.9 62.4 53.3
Un 3 Dry Density, pcf 57.3 62.8 69.1
oA I I Saturation, % 100.0 100.0 100.0
m li
w Void Ratio 1.9419 1.6856 1.4382
0 2 Q Diameter, in. 2.875 2.815 2.737
Height, in. 5.988 5.889 5.715
Strain rate, %/min. 0.07 0.07 0.07
1 Back Pressure, psi 50.00 50.00 50.00
Cell Pressure, psi 56.90 77.80 105.50
0N Fail. Stress, ksf 1.94 3.20 5.39
0 5 10 15 20 Total Pore Pr., ksf 8.02 10.35 12.99
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: a, Failure, ksf 2.11 4.05 7.59
CU with Pore Pressures 63 Failure, ksf 0.17 0.85 2.20
Sample Type: Shelby Tube Client: HDR Engineering
Description: Orange-Brown Micaceous Sandy
Elastic Silt Project: PLI Concentrator Definitive Feasibility Study
LL= 63 PL= 60 PI= 3 Gaston County,North Carolina
Assumed Specific Gravity=2.70 Location: GT21-19, ST-3 @ 21'-23'
Remarks:
Proj. No.: 6507.L0006 Date Sampled: 11-17-21
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure I Ft. Mill South Carolina
Tested By: FG Checked By: MH _

15 1 15 2 I
12 I 12
_ 9
a Cn a � Y
m 0 6 0 6 —
- m 0- >o_ '> o
3 0 3
0 L 0
0% 8% 16% 0% 8% 16%
15 3 15 4 f
12 12 —
� I /
o g 9
M ai l v�i vi
Y Y
` a
0-
m 0 6
s a�o —� `
o 0> d .�
Q o
H 3 0 3-
0. 0
0% 8% 16% 0% 8% 16%
6 Peak Strength
Total Effective
a= 0.54 ksf 0.46 ksf -
i
a= 11.2 deg 24.6 deg
tan a= 0.20 0.46
4
i
i
i
i
i
2
0
0 2 4 s 8 10 12
p, ksf
Stress Paths: Total Effective———
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Location: GT21-19,ST-3 @ 21'-23'
Project No.: 6507.1,0006 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 11/18/2021
CU with Pore Pressures 10:05 AM
Date: 11-17-21
Client: HDR Engineering
Project: PLI Concentrator Definitive Feasibility Study
Gaston County,North Carolina
Project No.: 6507.L0006
Location: GT21-19, ST-3 @ 21'-23'
Description: Orange-Brown Micaceous Sandy Elastic Silt
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL=63 PL=60 PI=3
Test Method: ASTM D 4767 Method B
Parameters for Specimen No. 1
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 989.190 1005.100
Moisture content: Dry soil+tare,gms. 584.630 584.630
Moisture content: Tare,gms. 0.000 0.000
Moisture, % 69.2 73.4 71.9 71.9
Moist specimen weight, gms. 989.19
Diameter, in. 2.865 2.888 2.875
Area, in.' 6.447 6.550 6.492
Height, in. 5.996 6.013 5.988
Net decrease in height, in. -0.017 0.025
Net decrease in water volume,cc. 8.400
Wet density, pcf 97.5 98.0 98.5
Dry density, pcf 57.6 56.5 57.3
Void ratio 1.9254 1.9807 1.9419
Saturation, % 97.0 100.0 100.0
Reading3gplwimen NO--
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.02 cm
Consolidation cell pressure=56.90 psi(8.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=0.99 ksf
Strain rate, %/min.=0.07
Fail. Stress= 1.94 ksf at reading no.26
Summit Engineering

. . - .
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.99 0.99 1.00 50.00 0.99 0.00
1 0.0030 13.1 13 0.1 0.29 0.94 1.23 1.31 50.40 1.08 0.15
2 0.0050 19.8 20 0.1 0.44 0.88 1.32 1.50 50.80 1.10 0.22
3 0.0100 28.4 28 0.2 0.63 0.78 1.41 1.81 51.50 1.09 0.31
4 0.0140 34.7 35 0.2 0.77 0.72 1.49 2.07 51.90 1.10 0.38
5 0.0190 40.0 40 0.3 0.88 0.65 1.53 2.36 52.40 1.09 0.44
6 0.0240 48.6 49 0.4 1.07 0.56 1.64 2.91 53.00 1.10 0.54
7 0.0340 52.1 52 0.6 1.15 0.52 1.67 3.22 53.30 1.09 0.57
8 0.0390 55.3 55 0.7 1.22 0.49 1.71 3.49 53.50 1.10 0.61
9 0.0440 58.1 58 0.7 1.28 0.46 1.74 3.78 53.70 1.10 0.64
10 0.0490 60.6 61 0.8 1.33 0.43 1.77 4.09 53.90 1.10 0.67
11 0.0540 62.7 63 0.9 1.38 0.42 1.80 4.30 54.00 1.11 0.69
12 0.0590 64.9 65 1.0 1.43 0.40 1.83 4.54 54.10 1.12 0.71
13 0.0640 66.8 67 1.1 1.47 0.37 1.84 4.92 54.30 1.11 0.73
14 0.0690 68.4 68 1.2 1.50 0.36 1.86 5.17 54.40 1.11 0.75
15 0.0730 69.5 70 1.2 1.52 0.35 1.87 5.41 54.50 1.11 0.76
16 0.0780 70.9 71 1.3 1.55 0.35 1.90 5.49 54.50 1.12 0.78
17 0.0840 71.9 72 1.4 1.57 0.33 1.90 5.75 54.60 1.12 0.79
18 0.0890 73.2 73 1.5 1.60 0.32 1.92 6.05 54.70 1.12 0.80
19 0.0940 74.1 74 1.6 1.62 0.32 1.93 6.11 54.70 1.13 0.81
20 0.0990 75.1 75 1.7 1.64 0.30 1.94 6.42 54.80 1.12 0.82
21 0.1040 75.8 76 1.7 1.65 0.29 1.94 6.74 54.90 1.11 0.83
22 0.1540 82.4 82 2.6 1.78 0.24 2.03 8.27 55.20 1.14 0.89
23 0.2040 86.3 86 3.4 1.85 0.22 2.07 9.56 55.40 1.14 0.92
24 0.2540 88.6 89 4.2 1.88 0.20 2.08 10.34 55.50 1.14 0.94
25 0.3040 91.1 91 5.1 1.92 0.19 2.11 11.25 55.60 1.15 0.96
26 0.3500 92.9 93 5.8 1.94 0.17 2.11 12.23 55.70 1.14 0.97
27 0.4050 94.3 94 6.8 1.95 0.24 2.20 8.97 55.20 1.22 0.98
28 0.4540 96.0 96 7.6 1.97 0.24 2.21 9.04 55.20 1.23 0.98
29 0.5030 97.3 97 8.4 1.98 0.24 2.22 9.08 55.20 1.23 0.99
30 0.5500 98.4 98 9.2 1.98 0.24 2.23 9.10 55.20 1.24 0.99
31 0.6000 99.1 99 10.0 1.98 0.24 2.22 9.08 55.20 1.23 0.99
32 0.6540 100.7 101 10.9 1.99 0.23 2.22 9.64 55.30 1.23 0.99
33 0.7000 101.5 102 11.7 1.99 0.23 2.22 9.63 55.30 1.22 0.99
34 0.7540 101.9 102 12.6 1.98 0.23 2.21 9.58 55.30 1.22 0.99
35 0.8000 102.1 102 13.4 1.96 0.23 2.19 9.52 55.30 1.21 0.98
36 0.8530 102.3 102 14.2 1.95 0.23 2.18 9.45 55.30 1.20 0.97
37 0.9000 102.8 103 15.0 1.94 0.22 2.15 9.97 55.40 1.18 0.97
Summit Engineering

'�'�.Parameters for Specimen No.
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1000.420 980.610
Moisture content: Dry soil+tare, gms. 603.710 603.710
Moisture content: Tare, gms. 0.000 0.000
Moisture, % 65.7 70.6 62.4 62.4
Moist specimen weight,gms. 1000.42
Diameter, in. 2.868 2.893 2.815
Area, in? 6.460 6.573 6.223
Height, in. 6.010 6.034 5.889
Net decrease in height, in. -0.024 0.145
Net decrease in water volume,cc. 49.400
Wet density, pcf 98.2 98.9 101.9
Dry density, pcf 59.2 58.0 62.8
Void ratio 1.8455 1.9066 1.6856
Saturation, % 96.1 100.0 100.0
SpecimenTest Readin;�.for
Membrane modulus=0.124105 Mcm'
Membrane thickness=0.02 cm
Consolidation cell pressure=77.80 psi(11.20 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=4.00 ksf
Strain rate, %/min.=0.07
Fail.Stress=3.20 ksf at reading no. 32
Def. Deviator Minor Eff. Major Eff, Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P o
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 4.00 4.00 1.00 50.00 4.00 0.00
1 0.0030 18.7 19 0.1 0.43 3.73 4.16 1.12 51.90 3.95 0.22
2 0.0050 25.1 25 0.1 0.58 3.67 4.25 1.16 52.30 3.96 0.29
3 0.0090 39.8 40 0.2 0.92 3.43 4.35 1.27 54.00 3.89 0.46
4 0.0150 51.0 51 0.3 1.18 3.23 4.40 1.36 55.40 3.81 0.59
5 0.0190 59.8 60 0.3 1.38 3.05 4.43 1.45 56.60 3.74 0.69
6 0.0260 67.4 67 0.4 1.55 2.89 4.45 1.54 57.70 3.67 0.78
7 0.0310 74.2 74 0.5 1.71 2.76 4.47 1.62 58.60 3.62 0.85
8 0.0350 79.6 80 0.6 1.83 2.65 4.48 1.69 59.40 3.57 0.92
9 0.0410 84.5 85 0.7 1.94 2.55 4.49 1.76 60.10 3.52 0.97
10 0.0460 88.7 89 0.8 2.04 2.45 4.48 1.83 60.80 3.47 1.02
11 0.0510 92.2 92 0.9 2.12 2.35 4.46 1.90 61.50 3.40 1.06
12 0.0540 95.8 96 0.9 2.20 2.26 4.46 1.97 62.10 3.36 1.10
13 0.0590 99.5 100 1.0 2.28 2.17 4.45 2.05 62.70 3.31 1.14
14 0.0630 102.3 102 1.1 2.34 2.12 4.46 2.11 63.10 3.29 1.17
15 0.0690 105.1 105 1.2 2.40 2.06 4.46 2.17 63.50 3.26 1.20
16 0.0730 107.7 108 1.2 2.46 2.00 4.46 2.23 63.90 3.23 1.23
17 0.0790 110.0 110 1.3 2.51 1.94 4.46 2.29 64.30 3.20 1.26
18 0.0830 111.8 112 1.4 2.55 1.89 4.44 2.35 64.70 3.16 1.28
19 0.0880 113.3 113 1.5 2.58 1.84 4.43 2.40 65.00 3.13 1.29
20 0.0940 115.1 115 1.6 2.62 1.80 4.42 2.46 65.30 3.11 1.31
21 0.1050 118.9 119 1.8 2.70 1.70 4.40 2.59 66.00 3.05 1.35
22 0.1540 129.1 129 2.6 2.91 1.40 4.31 3.08 68.10 2.85 1.45
23 0.2040 135.6 136 3.5 3.03 1.21 4.24 3.50 69.40 2.72 1.51
Summit Engineering

� .
L-1 Test Readings for Sp
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.2540 140.8 141 4.3 3.12 1.09 4.21 3.85 70.20 2.65 1.56
25 0.3000 143.8 144 5.1 3.16 1.02 4.18 4.09 70.70 2.60 1.58
26 0.3500 144.8 145 5.9 3.15 0.96 4.12 4.27 71.10 2.54 1.58
27 0.4040 147.2 147 6.9 3.17 0.92 4.09 4.44 71.40 2.51 1.59
28 0.4500 149.9 150 7.6 3.20 0.91 4.11 4.53 71.50 2.51 1.60
29 0.5010 153.4 153 8.5 3.25 0.89 4.14 4.64 71.60 2.52 1.62
30 0.5510 153.7 154 9.4 3.22 0.86 4.09 4.73 71.80 2.48 1.61
31 0.6020 155.3 155 10.2 3.23 0.86 4.09 4.73 71.80 2.48 1.61
32 0.6530 155.4 155 11.1 3.20 0.85 4.05 4.76 71.90 2.45 1.60
33 0.7020 156.0 156 11.9 3.18 0.86 4.04 4.68 71.80 2.45 1.59
34 0.7530 156.2 156 12.8 3.15 0.85 4.00 4.71 71.90 2.43 1.58
35 0.8010 156.3 156 13.6 3.13 0.84 3.96 4.74 72.00 2.40 1.56
36 0.8530 160.4 160 14.5 3.17 0.84 4.01 4.80 72.00 2.42 1.59
37 0.9030 163.3 163 15.3 3.20 0.84 4.03 4.83 72.00 2.43 1.60
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1021.200 934.860
Moisture content: Dry soil+tare,gms. 609.950 609.950
Moisture content: Tare, gms. 0.000 0.000
Moisture, % 67.4 69.4 53.3 53.3
Moist specimen weight,gms. 1021.20
Diameter, in. 2.868 2.890 2.737
Area, in? 6.460 6.560 5.882
Height, in. 6.032 6.037 5.715
Net decrease in height, in. -0.005 0.322
Net decrease in water volume, cc. 98.200
Wet density, pcf 99.8 99.4 106.0
Dry density, pcf 59.6 58.7 69.1
Void ratio 1.8267 1.8729 1.4382
Saturation, % 99.7 100.0 100.0
Membrane modulus=0.124105 kN/cm'
Membrane thickness=0.02 cm
Consolidation cell pressure= 105.50 psi(15.19 ksf)
Consolidation back pressure=50.00 psi(7.20 ksf)
Consolidation effective confining stress=7.99 ksf
Strain rate, %/min. =0.07
Fail.Stress=5.39 ksf at reading no.32
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 7.99 7.99 1.00 50.00 7.99 0.00
1 0.0030 29.9 30 0.1 0.73 7.63 8.36 1.10 52.50 8.00 0.37
2 0.0050 41.4 41 0.1 1.01 7.55 8.56 1.13 53.10 8.05 0.51
3 0.0110 66.0 66 0.2 1.61 7.13 8.74 1.23 56.00 7.93 0.81
4 0.0140 82.8 83 0.2 2.02 6.75 8.78 1.30 58.60 7.76 1.01
5 0.0200 95.9 96 0.3 2.34 6.45 8.79 1.36 60.70 7.62 1.17
Summit Engineering

Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
6 0.0240 107.5 108 0.4 2.62 6.19 8.81 1.42 62.50 7.50 1.31
7 0.0280 116.8 117 0.5 2.85 5.96 8.81 1.48 64.10 7.38 1.42
8 0.0340 125.0 125 0.6 3.04 5.76 8.80 1.53 65.50 7.28 1.52
9 0.0400 132.1 132 0.7 3.21 5.56 8.77 1.58 66.90 7.16 1.61
10 0.0430 138.8 139 0.8 3.37 5.39 8.76 1.63 68.10 7.07 1.69
11 0.0490 144.5 145 0.9 3.51 5.24 8.75 1.67 69.10 7.00 1.75
12 0.0520 150.1 150 0.9 3.64 5.10 8.74 1.71 70.10 6.92 1.82
13 0.0580 154.9 155 1.0 3.75 4.94 8.69 1.76 71.20 6.82 1.88
14 0.0620 159.3 159 1.1 3.86 4.81 8.67 1.80 72.10 6.74 1.93
15 0.0670 163.5 164 1.2 3.96 4.69 8.65 1.84 72.90 6.67 1.98
16 0.0720 167.7 168 1.3 4.05 4.58 8.63 1.89 73.70 6.61 2.03
17 0.0770 171.0 171 1.3 4.13 4.48 8.61 1.92 74.40 6.54 2.07
18 0.0820 174.2 174 1.4 4.20 4.39 8.60 1.96 75.00 6.49 2.10
19 0.0870 177.1 177 1.5 4.27 4.31 8.58 1.99 75.60 6.44 2.14
20 0.0920 179.8 180 1.6 4.33 4.22 8.55 2.03 76.20 6.38 2.17
21 0.0970 182.5 183 1.7 4.39 4.13 8.53 2.06 76.80 6.33 2.20
22 0.1020 184.9 185 1.8 4.45 4.06 8.51 2.09 77.30 6.28 2.22
23 0.1540 204.1 204 2.7 4.86 3.44 8.30 2.41 81.60 5.87 2.43
24 0.2040 215.3 215 3.6 5.08 3.07 8.15 2.66 84.20 5.61 2.54
25 0.2540 222.9 223 4.4 5.21 2.81 8.02 2.86 86.00 5.42 2.61
26 0.3000 228.2 228 5.2 5.29 2.64 7.93 3.01 87.20 5.28 2.65
27 0.3540 233.7 234 6.2 5.37 2.49 7.86 3.15 88.20 5.17 2.68
28 0.4000 237.0 237 7.0 5.40 2.40 7.80 3.24 88.80 5.10 2.70
29 0.4500 239.8 240 7.9 5.41 2.33 7.74 3.32 89.30 5.04 2.70
30 0.5030 241.8 242 8.8 5.40 2.28 7.67 3.37 89.70 4.97 2.70
31 0.5540 244.7 245 9.7 5.41 2.23 7.64 3.42 90.00 4.94 2.71
32 0.6000 246.0 246 10.5 5.39 2.20 7.59 3.45 90.20 4.90 2.70
33 0.6530 230.8 231 11.4 5.01 2.22 7.22 3.26 90.10 4.72 2.50
Summit Engineering

Appendix B — Details on
Waste Rock Pile
Construction and Sequencing

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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Details on Waste Rock Pile Construction and Sequencing
DETAILS ON WASTE ROCK PILE CONSTRUCTION AND SEQUENCING
PART 1 - SUMMARY OF CONSTRUCTION SEQUENCING STEPS
The following illustrates the proposed construction sequence of the waste rock pile to include sediment and
erosion control measure installation, engineered composite liner system installation and waste rock
placement The separately attached Liner System Basis of Design Sequencing Drawings (referred to as
"Liner Sheets")include Liner Sheets OOC-1,OOC-2,CS-1 to CS-5,and 02CO-G005 to 02CO-D005.. Note,
the seven groundwater monitoring wells around the waste rock pile will be in place prior to land disturbance.
This is the anticipated construction sequence and subject to modification. The order of waste rock pile
development areas may be revised due to operational requirements as construction progresses across the
waste rock pile area and input from earthworks and liner system contractors is received.
1.1 SUMMARY OF SITE PREPARATION AND LINER SYSTEM CONSTRUCTION STEPS
1. Installation of silt fence for waste rock pile land disturbance (see 2.1).
2. Clearing and grubbing for the sedimentation control features around the waste rock pile
and roadway areas (see 3.1).
3. Construct sediment basins and install sediment basin liner system (see 2.1). See Liner
Sheet OOC-02 for sediment basin liner system cross section.
4. Construction of haulage and internal access roads.
5. Construct perimeter ditch. Note, the perimeter ditch liner system will be installed as part of
the waste rock pile liner system installation prior to placement of waste rock material.
6. Clearing and grubbing for the waste rock pile and soil excavation areas (see 2.2).
7. Begin waste rock pile liner system construction starting with foundation soils layer within a
respective drainage area and its perimeter ditch (see 2.3). The foundation soils layer will
be approved for quality control. See Liner Sheet OOC-02 for waste rock pile liner system
cross section and see Liner Sheet CS-2 for waste rock pile drainage areas. See Liner
Sheet OOC-02 for perimeter ditch liner system cross section.
8. After foundation soils layer is in place in respective drainage area and perimeter ditch, the
geosynthetic clay liner(GCL)and 80-mil high density polyethylene (HDPE)geomembrane
can be installed according to manufacturer's recommendations(see 3.1 and 3.2).The GCL
and 80-mil geomembrane requires construction quality control and assurance testing.
9. After the GCL and 80-mil HDPE geomembrane is installed and tested in respective
drainage area, the protective overburden layer can be placed (see 3.3). In the respective
drainage area perimeter ditch, the riprap layer will be placed (see 3.4).
10. Repeat Steps 6-9 for liner system install within each drainage area until construction of the
waste rock pile liner system is complete for the Phase 1 waste rock pile footprint.
1.2 SUMMARY OF WASTE ROCK PILE CONSTRUCTION STEPS
1. Complete construction of the conveyor system from South Pit to waste rock pile, including
connection with conveyor from concentrator plant for tailings (see 3.5).
2. Once mining commences in South Pit, convey crushed rock and concentrator plant tailings
to waste rock pile area for placement(see 3.5).
3. Use mining class dozer to push waste rock and create waste rock pile (see 3.5) using
maximum loose lift placement thickness of 6 feet and 20-ft vertical lifts (see 3.6).
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Preparation Sequencing Details
4. At the completion of each 20-ft vertical lift, place reclamation soils and vegetation seed on
the outer slopes.
1.3 SUMMARY OF TIMEFRAME
Once the waste rock pile liner system is installed, the waste rock pile Phase 1 construction will
commence. Towards the end of Phase 1 waste rock pile construction, the liner system preparation
and placement in the Phase 2' area will commence (Table 1). Phase 2 of waste rock pile
construction will commence once the liner system is in place in the Phase 2 area.
Liner Timeframe
The Phase 1 liner system is anticipated to take approximately 9 months to install and the Phase 2
liner system is anticipated to take approximately 3 months for a total of 12 months of liner system
installation beneath the 120-acre waste rock pile footprint. It is expected that the Phase 2 liner
install begins while Phase 1 waste rock placement is ongoing.'
The timeframe associated with the engineered composite liner system install is subject to change.
Waste Rock Timeframe (Phases 1 and 2)
For waste rock placement, the approximate construction timeframes are based on vertical
construction of the pile shown in Table 1. Phase 1 is anticipated to take approximately 19 months
and Phase 2 is approximated to take three months for a total of 22 months of construction for the
waste rock pile (Phases 1 and 2), during which progressive reclamation occurs.
Table 1. Estimated Construction Timeframe for Liner S stem Installation and Waste Rock Placement.
Sequence Liner Sheet Elevations Approximate Construction Cumulative
feet Timeframe months months
Liner System CS-2 TBD 12 12
WR- Phase 1 CS-3 840 to 880 2.4 14.4
WR- Phase 1 CS-3 880 to 920 9.3 23.7
WR- Phase 1 CS-3 920 to 960 4.4 28.1
WR- Phase 1 CS-3 960 to 1000* 2.3 30.4
WR- Phase 1 CS-4 1000 to 1040 0.7 31.1
WR- Phase 1 CS-4 1040 to 1068 0.1 31.2
WR- Phase 2 CS-5 1068 to 1090 2.7 33.9
The clearing and grubbing of the Phase 2 area begins when Phase 1 Waste Rock Pile is at the approximate 960-foot
elevation,after which the subgrade will be prepared and liner placed prior to Phase 2 waste rock placement(approximate
1068-foot elevation).
PART 2 - PREPARATION SEQUENCING DETAILS
2.1 CONSTRUCTION OF EROSION AND SEDIMENT CONTROL STRUCTURES
a. This construction sequence is associated with waste rock pile land disturbance.
b. Subsurface utilities(power lines,water lines, old wells, gas lines, etc.)will be identified and
either removed or clearly marked prior to any disturbance.
c. Silt fence will be installed per the Mine Permit Application before any disturbance is
permitted.
d. Prior to clearing and grubbing of the area associated with the waste rock pile,the designed
sediment basins and diversion ditches will be constructed per design in the Mine Permit
Application and reviewed by NCDEQ Mooresville Regional Office.
In advance of Phase 2 construction activities(structural fill,liner system,waste rock placement),a modification to the existing
Clean Water Action Section 404/401 Individual Permit will be required for the stream impact.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Preparation Sequencing Details
(i) The waste rock pile perimeter ditch will be constructed to convey water to the
sediment basins during site preparation.
(ii) All surface water runoff will be conveyed directly to, or via the waste rock pile
perimeter ditch, to one of ten sediment basins designed for erosion and sediment
control of the waste rock pile acreage.
(iii) The perimeter ditch liner system will be installed sequentially with each associated
drainage area liner system as shown on Liner Sheet OOC-02.
(iv) Sediment Basins (SB) SB1 through SB10 will be lined with a liner system
consisting of a foundation soils layer, GCL, and 80-mil HDPE geomembrane as
shown on Liner Sheet OOC-02 and the Sediment Basin Detail Sheets (Liner
Sheets 02CO-GO05 to 02CO-DO05). The sediment basin liner system will be
installed to the basin crest elevation with a three-foot runout to the anchor trench.
Batten strips will be utilized to adhere the synthetic liner to concrete structures and
a pipe boot will be installed for principal spillway culverts. A cushion geotextile will
be installed above the Sediment Basin Liner System layer in locations where rip
rap will be placed.
a. Equipment utilized in this process includes bulldozers, skid steers, mulchers, excavators,
and trucks to haul cleared vegetation and root systems.
b. Upon installation of the drainage control structures, clearing and grubbing of the waste rock
pile area may begin.
2.2 CLEARING AND GRUBBING OF THE WASTE ROCK PILE AREA
a. The Contractor shall clear and grub surface objects, trees, stumps, roots, grass, and
deleterious materials designated to be removed.
(i) This includes objectionable material, rubbish,junk, brush roots,down timber, rotten
wood and disposing of vegetation and debris at least 20 feet beyond the waste
rock site footprint for access and inspection and/or as directed by the Owner.
(ii) Material removed during the clearing and grubbing operations shall be disposed
of by the Contractor at an approved disposal area in a manner satisfactory to the
Owner. Disposal of excess or unsuitable material must conform to requirements of
appropriate regulatory agencies and Contractor shall obtain appropriate permits
for disposal. Topsoil and select cover soil materials shall be stockpiled for future
use as final cover for the completed waste rock pile.
(iii) The Contractor shall note that timber within the project construction limits to be
cleared is his property except that claimed and removed by the Owner, and shall
be disposed of under his own arrangements.All such timber shall be removed from
the project construction limits well in advance of grading operations.
2.3 PREPARATION OF FOUNDATION SOILS LAYER
a. The Contractor shall not commence foundation soils layer preparation operations until
the clearing and grubbing operations within the drainage areas have been completed.
Care shall be taken to minimize sediment laden runoff.
b. The Contractor shall backfill stump holes, holes from other obstructions and depressions
resulting from the clearing and grubbing operations with suitable material and shall
compact the backfill material.
c. Prior to compaction of the foundation soils layer, the Contractor shall disc and condition
the top six inches.Any rocks or debris protruding from the surface shall be removed and
any voids filled in with soil. The final surface shall be rolled with a smooth-drum roller.
d. The entire foundation soils layer within each drainage area shall be proof rolled with
heavy pneumatic-tired equipment to delineate soft intervals near the ground surface.The
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Construction Details
foundation soils layer will be approved for quality control by the design/permitting
Engineer or authorized representative. Existing soft, unsuitable soil materials shall be
excavated to competent soil or rock. Excavated unsuitable material shall be stockpiled
for future use or disposed of onsite. If necessary, loose natural soils may be over-
excavated and replaced with acceptable soil material that is free of organics. The
excavation, removal and replacement of unsuitable materials shall be performed in the
presence of the design/permitting Engineer or authorized representative.
e. Burying debris on site is prohibited.
f. Materials removed during clearing and grubbing operations shall be disposed of in
compliance with local and state ordinances or regulations.
g. Equipment utilized in this process includes bulldozers, skid steers, mulchers, excavators,
and trucks to haul cleared vegetation and root systems (Figure 1).
y
..� .r
ti�",y`.' �� .5 � gyp. M1��"•�,i. - 5' !'-!,�,r
9
Of Site Being
Figure 1. Example n Cleared and Grubbed.
9 p
PART 3 - CONSTRUCTION DETAILS
3.1 INSTALLATION OF GEOSYNTHETIC CLAY LINER(GCL)
a. The GCL must be approved for use by the design/permitting Engineer and meet the
permitted hydraulic conductivity.
b. The GCL is a manufactured material and shall consist of natural sodium bentonite clay
encased, front and back, with geotextile.
c. During periods of shipment and storage, the GCL shall be protected from direct sunlight,
water, mud, dirt, dust, and debris. To the extent possible, the GCL shall be maintained
wrapped in heavy-duty protective covering until use. GCL delivered to the project site
without protective wrapping shall be rejected. The GCL shall be shipped, stored, and
handled in accordance with the manufacturer's recommendations, but at a minimum shall
be protected from ultraviolet (UV) exposure and elevated from the ground a minimum of
three inches to avoid hydration.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Construction Details
d. The surface receiving the GCL shall be prepared to a relatively smooth condition, free of
obstructions, excessive depressions, debris, and very soft or loose pockets of soil. This
surface shall be approved by the design/permitting Engineer prior to GCL placement (see
2.3).
e. The GCL shall be placed smooth and free of excessive wrinkles. When GCL is placed with
upslope and downslope portions, the upslope portion shall be lapped such that it is the
upper or exposed surface.
f. The GCL shall not be placed in standing water, high humidity, or while raining.Any material
that becomes partially or completely hydrated shall be removed and replaced.
g. The GCL shall be protected from surface water drainage by use of temporary diversions
around the work as needed.
h. The GCL seams shall be laid with a minimum overlap of nine inches or the manufacturer's
recommendation,whichever is greater. Bentonite powder shall be placed at all GCL seams.
3.2 INSTALLATION OF 80-MIL HDPE GEOMEMBRANE
a. The 80-mil HDPE geomembrane must be approved for use by the design/permitting
Engineer and meet the permitted hydraulic conductivity.
b. The geomembrane shall be manufactured to be free of holes, blisters, undispersed raw
materials, or any sign of contamination by foreign matter.Any such defects shall be cause
for rejection of the defective geomembrane material. Minor defects may be repaired in
accordance with manufacturer's recommendations if this repair is approved by the
design/permitting Engineer.
c. The geomembrane shall be manufactured as seamless rolls or as prefabricated panels
with a minimum width of 22 feet as delivered to the site.All factory seams shall be inspected
and tested for strength and continuity prior to delivery to the site.
d. No additives or fillers may be added to or during manufacture of the geomembrane.
e. Geomembrane shall not be placed over hydrated or damaged GCL.
f. Geomembrane liner shall be handled and placed in a manner which minimizes wrinkles,
scratches, and crimps.
g. The Geomembrane Installer shall test and document all seam welds continuously using a
vacuum test for extrusion seams or air pressure test for double wedge welded seams.
3.3 INSTALLATION OF PROTECTIVE OVERBURDEN LAYER FOR WASTE ROCK PILE LINER SYSTEM
a. The protective overburden layer must be approved for use by the design/permitting
Engineer and meet the permitted hydraulic conductivity.
b. Overburden excavated during onsite stripping operations shall be utilized to construct the
protective overburden layer as the topmost layer of the waste rock pile liner system.
Overburden material shall be free from topsoil, organic matter, debris, cinders, saturated
material, and frozen material. If suitable onsite material is not available, offsite sources
would be utilized and would be required to meet the permitted hydraulic conductivity and
be approved by the design/permitting Engineer.
c. Protective overburden layer material shall be placed and compacted in 1-foot lifts for a
minimum of 2 feet lift thickness.
d. Protective overburden layer material shall only be placed after testing of the GCL and 80-
mil HDPE geomembrane layers have been approved by the design/permitting Engineer.
e. Contractor shall achieve 90% compaction per lift of protective overburden layer material
by compactor, proof rolling, or dozer tracking. Compaction shall be confirmed with field
density testing.
f. Equipment utilized in this process includes bulldozers, skid steers, excavators,
compactors, and trucks to haul protective layer material to the rock pile area. The size of
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Reclamation of Waste Rock Pile
equipment and working separation thickness of the protective overburden layer to the
geomembrane must be approved by the design/permitting Engineer.
3.4 INSTALLATION OF RIPRAP LAYER FOR PERIMETER DITCH LINER SYSTEM
a. Class B stone will be used for the riprap layer and will either be sourced onsite or
purchased.
b. The riprap layer will be placed in in the ditch to sufficiently cover the perimeter ditch liner
system.
c. Riprap shall only be placed after testing of the GCL and 80-mil HDPE geomembrane layers
have been approved the by the design/permitting Engineer.
d. Equipment utilized in this process includes skid steers, excavators, and trucks to haul the
riprap material and place it in the ditch.
3.5 PLACEMENT OF WASTE ROCK
a. Waste rock from mine pit excavation shall be transported via a conveyor system to the
waste rock pile area. Concentrator Plant tailings shall be intermingled with the waste rock
(mixed at transfer points on the conveyor belt) and transported via the same conveyor
system to the waste rock pile. Material disposed of in the waste rock site shall consist
predominantly of coarse waste rock produced from the mine site, with a small portion of
the material consisting of fine tailings generated from the concentrator plant. The coarse
waste rock,which is approximately 93-95%of the material to be placed in the above ground
pile, is crushed through a primary jaw crusher to minus 14-inch size.The finer material, the
concentrator plant tailings (minus 1 mm material), makes up the remaining approximately
5-7% of material to be placed in the pile.
b. A mining-class bulldozer will be used to push the waste rock from the conveyor discharge
point and spread the waste rock into lifts.The maximum loose lift thickness shall not exceed
six(6)feet. Each lift will be compacted by multiple bulldozer passes.
3.6 PROGRESSION OF WASTE ROCK PILE
a. Waste rock will be placed in horizontal lifts in 20-foot elevation intervals with 2:1 outer
slopes until final design elevation is achieved. Safety benches will be installed with the
completion of each 20-foot elevation interval for stability and to assist with stormwater
runoff control.
b. The surfaces of the waste rock pile shall be graded to drain to the appropriate sediment
basin via a system of ditches and flumes per the design.
PART 4 - RECLAMATION OF WASTE ROCK PILE
a. Reclamation of the waste rock pile occurs as the construction of the pile commences.
b. At the completion of each 20-foot elevation interval, the final outer slopes of each interval
shall be covered with a minimum of twelve inches of soil and seeded. Soil material shall be
consistent with a low permeability natural soil cover or other materials capable of
supporting vegetation.
c. Re-vegetation of final waste rock pile slopes includes placing a low permeability natural
soil cover or other materials capable of supporting vegetation on the surface of all final
waste rock slopes and subsequently planting to establish a continuous stand of vegetation.
d. All earth moving equipment used to place cover soil shall be sized to limit impacts due to
over-compaction of soil that may hinder vegetation growth.
e. Soil cover and vegetation in accordance with the North Carolina Department of Energy,
Mineral and Land Resources regulations are presented in Attachment A.
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Piedmont Lithium Carolinas, Inc. I Carolina Lithium
Reclamation of Waste Rock Pile
f. The dome-like nature of the final reclaimed surface will minimize infiltration and minimize
the potential for flat or depressed areas to form and collect pools of water.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Reclamation of Waste Rock Pile
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Attachment A—Revegetation Plan
ATTACHMENT A— REVEGETATION PLAN
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Attachment A—Revegetation Plan
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Attachment A—Revegetation Plan
UPLICATIOIti FOR A MEfLYG PERMrr
7- Describe your plan for revegetation or other surface treatment of the affected areas. This plan must include
recommendations for Tear-round seedins- includingg the time of seeding,and the amount and t pe of seed-
fertilizer-lime and mu h per acre- The recommendations nntst include general seeding instructions for both
pfrmane t and temporary reVegetation. Rexegetation utilizing only tree plantings is not acceptable.
Recommendations can be naught from:
a. Authorized representatives of the local Soil and Water Conservation District;
b. Authorized representatives of the NC Forest Service,Department of Agriculture andCon3-tmaer Sen-ices:
c. Authorized CountTr representatives of the North Carolina Cooperative Extension Service,specialists and
research faculty with the Colleges of Ag iculttire and Life Sciences and Forest Resources at North
Carolina State Umversity;
d. North Carolina licensed landstape architects;
e. Private consulting foreAm referred by the NC Forest Service,Department of Agriculture and Constuner
Services;
f N-C_Erosion and Sedimentation Control Planning and Design IdanuaL
N-C_Surface Mining Manual:A Guide far Permitting-Operation and Reclamation;
Others as may be approved by the Department.
1,11 -RATE OF APPLICATION(tonsacre):
Base application rate an sails test w be ombftmled by future rontracror;bower er:in lieu of sails test apply 2:001)-3:001)lbs:acre on
Coarse-textured s4il5 and 4:000-6,000 tons acre on fine-temzred soils.Rate of appli cation recommended by the lti CT)EQ Iti C Erasjm
and Sedmrem Coatral Planning and Design Manual—Chapter 6.
FERTILIZER-ANALYSIS AND RATE.OF APPLICATION(pounds/acre):
Base WLLcatranrateonsoils test to-be€Dadactedbgimamoon1rxtw;how er.inli,euofso3lststapplys10-1-10pridefertilizer
at?0U-1:000[b air.ar substitute of simulsrfertilizer grade and ratio-Rate of application recommended bythe NCDEQ NC:Erosion
and Sediment Control Plann�inu and Desipa h'laaaal—Chapter 6.
SEED - TYPE(S) AND RATE(S) OF APPLICATION INCLUDIN YE_-�R-R(FV D r=EFDI:•;YJ
SCHEDL.ZE(poundslacre): [NOTE:Include Legumes]
Seed Tvp es: Seeding Dates; Seedine Rain ;
Permanent Seed
NC Sffmp Slope`dis[EFNICK-310] Thrau*out 4;lbs acre
Native Habitat for Sttiphiines Mix[ERNMX-111] Thr-gibaw 20 VmWacra
Native Sleep Slope Mix withArmaal Ryegrass[ERNM}L-181] February IS-August 1: 60 Thslacre
Native Sleep Slope Mir with Grain Rye[ERI�MXA 81-2] Aup at l _{lbs acre
Temporary Cover Seed
Erownta.p millet Febrttaxy 15-August 1: 10 lbsfacre
_innual rye grain Aupust 15-Fehntar}1: 30lbs:acre
o NC Steep Slope Mu fERIS -3141 is a steep slope mix for the Piedmont and Coastal Plain repioms oTNC-This pollinator-
friendly min pmsldes faad and cases for wildlife.This seed mn can be purchased frorb ERNST Seeds.
c Native Habitat for Strip`•lines Mix FERNRX-1111 is an erosion control and reregetsdon mix_it's a perrnarwat meadow mi3
foriaildlife cave and pollinator habitat on dislurbedsites.This seed Dais can be pinchased fromERNST Seeds
o Name Steen Slone Mu with Grain Rye rER1V3iX-1$11 is a steep slope mix.The natiee grass and forb species tolerate poor
sails t}picaW frond on steep slopes in the easxern United Sues-Inchtdes ticktrefails(Dasmvdiam spp-)and partridge peas
(C'hamaecrisfa spp.).bath of wtich are lepuminous spades.This seed axis can be punrhasec from ERIti ST Seeds.
-1-
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Attachment A—Revegetation Plan
APPYAC ATION FOR A MEN-LNG PER-NIIT
o Ns=a Steep Slope 1.1[x with Grain Rye IERhlUX-181-21 is a steep slope mix_Lase this seed=Rzth gain ne ss a cases
crap.Includes drYtmfcdh(D4umo nau spp.)and pmi idgepeas(Chamasarsfa spp.).born of which are kg ngwus species.
Thus geed mix ran be purchased from ERNST Seeds_
UULCEI-TYPE AND RATE OF APPLICATION(p amds:acre)AND METHOD OF ANCTi dCr_
Applu_atk-n rates of wheat straw shall be 4,000]Las:acre.Dn Less Wan 3:1 slopes,lark is not required- On slopes 3:1 Or Paster.tack
andhA,;TR is regairecL Rate of application reco=mded VY the NCDEQ NC Erosion and Sediment Contra]PL mg and Design
liamul—CLaplard.
OTHER VEGET ATWE COVERS — TYPE (S) AND RATE (S) OF APPLICATION INCLUDING
SEEDING SCHEDULE(pounds-am:twshLar,spacing of trees/shrubs,etc):
During reilamalion,a native pol.Wmtor mix cm be utilized f am ERNSI Seeds utilizing the reior>mended rare for[hat par ictelat
seed x8iK.
Rffveget&bDn andlor reforestation plan approved by.
Signature Date 12-08-21
Print Name DAVID H_WEST
Title SR_LANDSCAPE ARCHITECT; RLA NORTH CAROLINA#2078
Agency HDR, INC.
-2-
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Appendix C — Waste Rock
Pile Monitoring and
Treatment Plan

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Waste Rock Pile
DtAON TMonitoring and
Treatment Plan
Carolina Lithium Project
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
March 12, 2024

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Piedmont Lithium Carolinas, Inc. I Carolina Lithium
Introduction
Table of Contents
1 Introduction......................................................................................................................... 1
2 Surface Water Monitoring ................................................................................................... 1
2.1 Surface Water Baseline Data....................................................................................... 1
2.2 Surface Water Monitoring Parameters ......................................................................... 2
2.3 Surface Water Treatment............................................................................................. 5
3 Groundwater Monitoring...................................................................................................... 6
3.1 Groundwater Baseline Data......................................................................................... 6
3.2 Groundwater Monitoring Parameters ........................................................................... 6
4 Other Considerations.......................................................................................................... 9
Table of Tables
Table 1. Proposed monitoring parameters and frequency of sampling for surface water (SB1
throughSB10)............................................................................................................................ 3
Table 2. Proposed surface water treatment for parameters of concern.' .................................... 5
Table 3. Proposed monitoring parameters and frequency of sampling for groundwater (OB-18S,
OB-21 S, OB-22S, and OB-29S through OB-31 S). ..................................................................... 7

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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Introduction
1 Introduction
The North Carolina Department of Environmental Quality (NCDEQ)— Division of Energy, Mineral,
and Land Resources (DEMLR) issued an Additional Information Request#3 (ADI #3) on May 30,
2023, which stated the requirement of an engineered liner to be placed under the waste rock pile.
The requirement was recommended by the Division of Water Resources and the Division of
Waste Management concurred that an engineered liner would increase protection of water quality.
To complement the requirement for a liner under the waste rock pile, Piedmont Lithium Carolinas,
Inc. (PLCI) presents the following plan for monitoring and potential mitigation of discharge from
the waste rock pile. The results of the LEAF and humidity cell test work form the basis for selection
of parameters for monitoring surface and ground water quality. Monitoring parameters commonly
required in mining applications and those listed in the NCG02 General Permit for Lithium Ore
Mining have also been considered.
2 Surface Water Monitoring
There are 10 proposed sediment basins surrounding the waste rock pile (Sediment Basins [SB]
1-SB10) (Liner Sheet OOC-01). The 10 basins will be constructed to receive stormwater runoff
prior to waste rock pile construction. During waste rock pile construction, the 10 sediment basins
(SB1-SB10)will receive both stormwater runoff and contact water runoff. To enhance protection
of the environment, PLCI has decided to line the 10 basins around the waste rock pile with an 80-
mil High Density Polyethylene (HDPE) geomembrane underlain by a geosynthetic clay liner
(GCL), complete with a foundation soils layer. Other basins within the mine permit boundary are
not subject to the same runoff and contact stormwater conditions as the waste rock material and
are therefore not proposed to be lined.
The NCG02 General Permit for Lithium Ore Mining is referenced herein as guidance but does not
provide coverage for this operation. The 10 sediment basin outfalls around the waste rock pile
are subject to Individual National Pollutant Discharge Elimination System (NPDES) permitting
which will ultimately determine the minimum water quality monitoring requirements for the basins
around the waste rock pile.
The proposed monitoring parameters and potential treatment described below are specific to
these 10 basins.
2.1 Surface Water Baseline Data
PLCI proposes to begin collecting baseline surface water quality data from streams in the vicinity
of the waste rock pile for one year prior to commencement of mine operations. These data will be
used to evaluate naturally occurring concentrations of constituents (e.g. arsenic) as a baseline for
developing statistically-derived site-specific background threshold values (BTVs). Statistically
derived BTVs will be compared to established criteria (Surface Water Quality Standards in 15A
NCAC 02B [213 Standards]) to identify site-specific target levels (SSTLs) for each laboratory
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Surface Water Monitoring
parameter identified in Table 1. Compliance sampling results would then be compared to those
SSTLs to evaluate compliance and the potential need for treatment.
Once the pile is built out (construction is complete) and reclaimed, PLCI reserves the right to re-
evaluate the surface water parameters and frequency of monitoring, taking into consideration the
results of the monitoring program during construction.
2.2 Surface Water Monitoring Parameters
Based on monitoring parameters commonly required in mining applications, parameters listed in
the NCG02 General Permit for Lithium Ore Mining, and the results of the LEAF and humidity cell
tests, the recommended parameters for monitoring of surface water (SB1-SB10) are provided
below in Table 1. A rainfall gauge will be placed in the vicinity of the waste rock pile to record
rainfall amount (in inches) to satisfy NPDES permit requirements.
Continuous monitoring of basin inflow and outflow conditions will be conducted, for which pH and
flow rate will be recorded when measurable flows are detected; Liner Sheet CS-2 depicts the
monitoring locations. Bi-weekly grab sampling is proposed for laboratory analyses listed in Table
1, depending on precipitation events(measurable flow events). Typical laboratory turnaround time
for analysis and reporting is two weeks or longer from receipt of samples by the laboratory; thus,
more frequent sampling is not proposed.
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Piedmont Lithium Carolinas,Inc. Carolina Lithium
Surface Water Monitoring
Table 1. Proposed moni oring parameters and fre uenc of sam lin for surface water SB1 through S11310 .
Frequency2 Field or
Parameter' Every 2 Lab Method Reasoning
Weeks Parameter
PH x Field YSI Water Quality Common for mining applications; indicator for potential solubility of
Meter(or similar) metals
Flow rate x Field Weir(or similar) Common for mining applications; representative nature of sampling
feasibility
Turbidity x Field YSI Water Quality Common for mining applications; listed in NCG02 for lithium ore
Meter(or similar) mines
Specific Conductance x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Temperature x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Dissolved Oxygen x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Total Aluminum x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests; common for
mining applications; listed in NCG02 for lithium ore mines
Total Manganese x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Nickel x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Cadmium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Cobalt x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Lead x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Arsenic x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Chromium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Iron x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Zinc x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
3

Piedmont Lithium Carolinas,Inc. Carolina Lithium
Surface Water Monitoring
Frequency2 Field or
Parameter' Every 2 Lab Method Reasoning
Weeks Parameter
Total Vanadium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Lithium x Lab EPA 200.8 Based on results from LEAF and/or humidity cell tests
Total Fluoride x Lab EPA 300.0 Listed in NCG02 for lithium ore mines
TSS x Lab SM 2540D Common for mining applications; listed in NCG02 for lithium ore
mines
Settleable Solids x Lab SM 2540F Common for mining applications; listed in NCG02 for lithium ore
mines
Total Dissolved Solids x Lab SM 2450C Common for mining applications
Nitrate/Nitrite N x Lab EPA 353.2 Common for mining applications; indicator of blasting agents
Ammonia N x Lab EPA 350.1 Common for mining applications; indicator of blasting agents
Total Organic Carbon x Lab SM 5310 Indicator of Total Petroleum Hydrocarbons (TPH)
(TOC)
Parameters should be analyzed utilizing laboratory methods with detection limits less than regulatory standards.
2 As the contact stormwater would be precipitation-dependent,there may be times in which there is no discharge(or measurable flow);therefore, if there is no discharge or resulting
flow,grab sampling would not be conducted.
3 Note: Continuous monitoring of basin inflow and outflow conditions will be conducted,for which pH and flow rate will be recorded when measurable flows are detected.
4

Piedmont Lithium Carolinas,Inc. i Carolina Lithium
Surface Water Monitoring
2.3 Surface Water Treatment
As noted in Table 1, a comprehensive monitoring program is proposed; however, those
parameters of potential concern per the LEAF and humidity cell test work results are those for
which mitigation treatment is proposed (Table 2), only if SSTLs are exceeded. Per Section 2.1,
SSTLs have not yet been determined.
Only those basins that have exceedances of a SSTL would be treated. Basins without
exceedances detected would not be treated.
Table 2. Proposed surface water treatment for parameters of concern.'
Parameter Treatment
H Temporary feed of sulfuric acid added to bring pH back to range of 6.5-8.5.This will require
p pacing of acid feed to influent flow.
Aluminum If pH conditions are higher than 8.5,decrease the pH to allow the reprecipitated solids to settle
in the sediment basins.Target pH should be 6.5.
Pump from the basin inlet(receiving water from the pile)to a deployable(as needed)mixed
tank,where chemical addition would take place.
Arsenic Addition of ferric chloride and pH adjustment to 6.5. Note that ferric chloride is acidic, so
addition of an alkali (sodium hydroxide)may be required instead of acid addition. Following
this, a polymer would be added for flocculation and the discharge from the tank would then
flow back by gravity to the sediment basin for solids settling.The solids would be allowed to
settle in the sediment basins prior to discharge.
If pH conditions are higher than 8.5,decrease the pH to allow the reprecipitated solids to settle
in the sediment basins.Target pH should be 6.5.
Vanadium It is anticipated that vanadium would coprecipitate with aluminum; however, if vanadium
requires removal in the absence of aluminum removal,then addition of ferric chloride in a
deployable tank for chemical addition (similar to Arsenic treatment above)would be
necessary.
The most effective removal mechanism is biological treatment. In this case,for removal of a
few mg/L,feeding a carbon source to the sediment basin in question would provide an anoxic
Nitrate/Nitrite N environment where denitrifying bacteria could be effective. If the source is determined to be
related to blasting activities, additional mitigation may be implemented via mining
engineering/blasting plan modifications.
Total Organic Addition of a feed of hydrogen peroxide or activated carbon to the sediment basin of concern.
Carbon (TOC) Other options exist and can be jar tested prior to use.
If other metals that are monitored are outside their acceptable range,jar testing will be done to
identify if coprecipitation with ferric chloride will be effective,or if a small dose of an
Other metals organosulfide polymer is more effective (or both).
The same configuration would be used as treatment for arsenic and standalone vanadium,
with chemical addition at a deployable tank and gravity return to the sediment basin.
Note:Surface water treatment mitigation will only be enacted if there are SSTL exceedances.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Groundwater Monitoring
3 Groundwater Monitoring
Seven groundwater monitoring well locations are proposed around the waste rock pile to monitor
the quality of water in the water table aquifer(wells OB-18S, OB-21 S, OB-22S, OB-29S, OB-30S,
OB-31 S, and OB-32S) (Liner Sheet OOC-01). Three of these monitoring locations will be
established with co-located water table and bedrock monitoring wells, as these locations will also
be used to monitor water level. Each well will be installed within 250 feet of the limit of waste rock
pile and will be placed strategically in areas located between the waste rock pile and surface
water features, where applicable (Liner Sheet OOC-01). The proposed monitoring parameters
described below are specific to these monitoring well locations.
3.1 Groundwater Baseline Data
Similar to the plan for collection of surface water baseline data, PLCI proposes to install and
sample groundwater monitoring wells around the waste rock pile for one year prior to mine
operation to obtain groundwater quality data representative of seasonal fluctuations in
groundwater geochemistry. These data will be used to evaluate naturally occurring concentrations
of constituents (e.g., arsenic) as a baseline for developing statistically derived site-specific BTVs
for groundwater. Statistically derived BTVs will be compared to established criteria (Ground Water
Quality Standards in 15A NCAC 02L [2L Standards]) to identify SSTLs for each monitored
constituent identified in Table 3. Compliance sampling results would then be compared to those
SSTLs to evaluate compliance.
Once the pile is built out (construction is complete), and reclaimed, PLCI reserves the right to re-
evaluate groundwater parameters and frequency of monitoring, taking into consideration the
results of the monitoring program during construction.
3.2 Groundwater Monitoring Parameters
Based on the monitoring parameters listed for surface water (Table 1), similar parameters are
proposed for monitoring of groundwater (Table 3). PLCI proposes weekly monitoring of pH and
water levels in the monitoring wells, and monthly sampling and analysis for the parameters listed
in Table 3.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Groundwater Monitoring
Table 3. Proposed monit ring parameters and frequency of sampling for groundwater OB-18S, OB-21S, OB-22S,and OB-29S through OB-31S .
Frequency Field or
Parameter' Lab Method Reasoning
1x/Month Parameter
PH x Field YSI Water Quality Common for mining applications; indicator for potential solubility of metals
Meter(or similar)
Water leve12 x Field Heron Dipper-T2 Common for mining applications; representative nature of sampling feasibility
(or similar)
Turbidity x Field YSI Water Quality Common for mining applications; listed in NCG02 for lithium ore mines
Meter(or similar)
Specific Conductance x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Temperature x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Dissolved Oxygen x Field YSI Water Quality Common for water quality sampling events
Meter(or similar)
Total Aluminum x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests; common for mining
applications; listed in NCG02 for lithium ore mines
Total Manganese x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Nickel x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Cadmium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Cobalt x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Lead x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Arsenic x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Chromium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Iron x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Zinc x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
7

Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Groundwater Monitoring
Frequency Field or
Parameter' Lab Method Reasoning
1x/Month Parameter
Total Vanadium x Lab EPA 200.7 Based on results from LEAF and/or humidity cell tests
Total Lithium x Lab EPA 200.8 Based on results from LEAF and/or humidity cell tests
Total Fluoride x Lab EPA 300.0 Listed in NCG02 for lithium ore mines
Nitrate/Nitrite N x Lab EPA 353.2 Common for mining applications; indicator of blasting agents
Ammonia N x Lab EPA 350.1 Common for mining applications; indicator of blasting agents
Total Organic Carbon x Lab SM 5310 Indicator of Total Petroleum Hydrocarbons(TPH)
(TOC)
Parameters should be analyzed utilizing laboratory methods with detection limits less than regulatory standards.
2 Note:Weekly monitoring of pH and water levels is also proposed in the monitoring wells.
In the presence of an engineered composite liner under the waste rock pile, it is not anticipated that groundwater would be affected by
waste rock pile runoff/Ieachate. Monitoring of the groundwater is to provide validation that the liner is effective. Therefore, groundwater
mitigation/treatment is not anticipated.
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Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Other Considerations
4 Other Considerations
In DEMLR's ADI #3 request, additional details about certain monitoring parameters were
requested (question #2). PLCI believes that Table 1 (surface water) and Table 3 (groundwater
wells) provide a comprehensive list of monitoring parameters that includes many of the mentioned
parameters in ADI #3, question #2. Please find additional clarity related to specific parameters:
• Radiological Elements—Naturally-occurring radioactive materials were considered during
the substantial humidity cells and LEAF test work programs. Radiological parameters are
not proposed as part of the routine monitoring plan, as these constituents have not been
identified above regulatory criteria discussed below:
o Uranium was detected at very low levels. North Carolina does not have surface or
groundwater standards for uranium; however, the USEPA has established a
Maximum Contaminant Level (MCL)of 30 pg/L for uranium in public drinking water.
In the test work conducted to date, all results are below the USEPA MCL. The
highest uranium concentrations were 12.2 pg/L during week 1 of a 20-week
humidity cell test, 7.466 pg/L in TCLP samples, and 5.30 pg/L in LEAF samples.
o Thorium was either not detected or only detected at very low levels. North Carolina
does not have surface or groundwater standards for thorium, nor does the USEPA
have an MCL for thorium. Thorium was detected at concentrations marginally
above the laboratory reporting limit' (0.1 pg/L)ranging from 0.1 to 1.2 pg/L in TCLP
and humidity cell tests and was not detected above the laboratory reporting limit
of 5.0 pg/L in LEAF samples.
• Total Dissolved Metals — PLCI is unclear regarding the request for "Total Dissolved
Metals." In our experience, metals in water are typically evaluated as either total metals
or dissolved metals. Given that the NCDEQ does not make regulatory decisions based on
dissolved metals analytical data, PLCI proposes to analyze and report total metals for the
metals in Table 1 and Table 3.
• Microbiology/bacteria — There is no bacterial substrate proposed for placement in the
waste rock pile. Unless there are exceedances of acceptable monitoring ranges, it is not
anticipated that microbiology and bacterial testing would be necessary.
• Nutrients — Ammonia nitrogen and nitrate/nitrite nitrogen, are listed as monitoring
parameters.
• Wet Chemistry — The monitoring parameters proposed herein include wet chemistry
parameters suggested on the basis of monitoring parameters commonly required in
Laboratory reporting limit is defined as the smallest concentration of a chemical that can be reported by a laboratory.Detection
above a laboratory reporting limit is not necessarily indicative of an exceedance of a regulatory standard(e.g., MCL). Regulatory
standards are typically one or more orders of magnitude greater than the laboratory reporting limit.
9

Piedmont Lithium Carolinas,Inc. I Carolina Lithium
Other Considerations
mining applications, parameters listed in the NCG02 General Permit for Lithium Ore
Mining, and the results of the humidity cell and LEAF test work.
• Specific Conductance—Specific conductance is listed as a field parameter measurement.
• Total Petroleum Hydrocarbons (TPH) — Per the NCG02 General Permit, non-polar oil &
grease (TPH) is a required monitoring parameter for drainage areas that use > 55
gallons/month of oil on average for vehicle maintenance areas or equipment maintenance
areas. The 10 basins around the waste rock pile are not capturing drainage from vehicle
maintenance areas or equipment maintenance areas; therefore, TPH is not listed as a
monitoring parameter.
10

Appendix D — Sediment
Basin GCL Equivalency

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Job
HDR Computation Number 10263685 No. 1
Project Carolina Lithium Computed PDB Date 12/11/2023
Subject Sediment Basin Liner System Equivalency Checked MDP Date 12/11/2023
Task GCL versus 2 Ft of 1 E-7 Clay Sheet 1 Of 1
Objective:
Evaluate the equivalency between a geosynthetic clay liner(GCL)and compacted clay liner under various pond head elevations to determine equivalency between the
two systems.
Background:
The waste rock pile has 10 sediment basins around the perimeter that are designed to collect and manage the runoff from a 25-year,24-hour storm event.These basins
will act as the collection point for the erosion and sedimentation control runoff as well as the collection and treatment for contact water from the waste rock pile during
operations.
PLCI has decided to line the basins to enhance the environmental protection in areas where there will be hydraulic head build up and potential contact water
treatment.The proposed basin liner system will consist of a 80-millimeter(mil) High Density Polyethylene(HDPE) membrane with a hydraulic conductivity of 2.00 x 10-11
over a geosynthetic clay liner(GCL) liner with a hydraulic conductivity of 1.10 x 10-1.The 80-mil HDPE geomembrane will act as the primary barrier to infiltration and will
provide added protection for the GCL against Ultraviolet(UV) light degradation and environmental exposure during operations.
In order to evaluate the proposed basin liner efficacy,an equivalency analysis must be performed to demonstrate that the GCL is equivalent to a compacted clay liner
under increasing head in the basins.
Analysis:
The EPA's Darcy Law of Gravity through Porous Media was used to demonstrate equivalency of the GCL to a compacted clay liner,which evaluates the hydraulic
conductivity and thickness of the liner(GCL vs compacted clay) against a variable hydraulic head value to establish the flowrate of the liner(GCL vs compacted clay)at
each stage of hydraulic head.
Table 1:GCL vs.Clay Liner Equivalency at Increasing Head Table 2:Sediment Basin Head Elevations
GCL Clay Liner
k Depth to Bottom of Pond
(cm/sec) 1.10E-09 1.00E-07
t (cm) 0.6 60.96 hic r77al
Pond Pond 6 mm 2' Clay Pool Em Spillway
Depth h Depth h GCL q Liner q SB-1 &6.3 8.78
(ft) (cm) (cm/sec) (cm/sec) pass/fail
B-2 6 9.58
1 30.5 5.70E-08 1.50E-07 pass SB-3 5.27 8.27
2.5 76.2 1.41E-07 2.25E-07 pass SB-4 =,.52 8.52
5 152.4 2.81E-07 3.50E-07 pass SB-5 6.4.5 8.48
7.5 228.6 4.20E-07 4.75E-07 pass SB-6 6.51 8.41
8 243.8 4.48E-07 5.00E-07 pass SB-7 6.3= 8.34
10 304.8 5.60E-07 6.00E-07 pass SB-8 7.45 8.45
15 457.2 8.39E-07 8.50E-07 pass S R-9 6.07 8.07
20 609.6 1.12E-06 1.10E-06 fail iSB-_0 j .3.8.5 j 7.98
Darcy Law
q=k((h/t)+1)
q=flow rate per unit area (cubic centimeters/second)
k=hydraulic conductivity of the liner(centimeters/second)
h=hydraulic head above the liner(centimeters)
t=thickness of the liner(centimeters)
Conclusion:
With the proposed basin liner configuration,the GCL and compacted clay liner are equivalent through at least 15 feet of hydraulic head.The highest level of hydraulic
head in the sediment basins occurs in S13-2 at the emergency spillway,where 9.58 feet of water ponds at the crest of the spillway(Table 2, above). Cross-referencing
with the Darcy Law analysis in Table 1,the GCL maintains equivalency to compacted clay at 10 feet of head;therefore,the GCL would function equivalently to
compacted clay at the deepest ponding conditions in any of the 10 sediment basins.The GCL functions better than compacted clay at the worst-case condition.

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