SW3190801_Report (Geotech)_20190913

ECS Southeast,, LLP
Preliminary Subsurface Exploration and Geotechnical
Engineering Report
Goldmine Road Site - North
Monroe, Union County, North Carolina
ECS Project Number 08:13376
March 12, 2019

EBECS SOUTHEAST, LLP "Setting the Standard for Service'
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March 12, 2019
Mr. William M. Watson
County Manager
Union County, North Carolina
500 N. Main Street
Monroe, North Carolina 28112
ECS Project No. 08:13376
Reference: Preliminary Subsurface Exploration and Geotechnical Engineering Report
Goldmine Road Site - North
Monroe, Union County, North Carolina
Dear Mr. Watson:
ECS Southeast, LLP (ECS) has completed the preliminary subsurface exploration, laboratory testing,
and preliminary geotechnical engineering analyses for the above -referenced project. Our services
were performed in general accordance with our Proposal No. 08:21429PR1, dated January 31, 2019.
This report presents our understanding of the geotechnical aspects of the project, the results of the
field exploration and laboratory testing conducted, and our design and construction.
It has been our pleasure to be of service to you during the design phase of this project. We would
appreciate the opportunity to remain involved during the continuation of the design phase, and we
would like to provide our services during construction phase operations as well to verify the
assumptions of subsurface conditions made for this report. Should you have any questions
concerning the information contained in this report, or if we can be of further assistance to you,
please contact us.
Respectfully submitted, IIIIit//
ECS Southeast, LLP SS0 9
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Kelly
Protect de Mo Manager
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KdeMontbrun ecslimited.com
NC Registration No. 045542
Lee J. McGui fness, P.E.
Principal Engineer
LMcGuinness@ecslimited. com
1812 Center Park Drive, Suite D, Charlotte, NC 28217 • T: 704-525-5152 • F. 704-357-0023 • www.ecslimited.com
ECS Capitol Services. PLLC - ECS Fiarida. LLC • ECS Mid -Atlantic, LLC • ECS Midwest. LLC • ECS Southeast. LLP • ECS Texas, LLP

Goldmine Road Site - North
ECS Project No. 08:13376
i
TABLE OF CONTENTS
0311212019
Page 1
EXECUTIVESUMMARY.............................................................................................................3
1.0 INTRODUCTION..................................................................................................................4
1.1 General...................................................................................................................................4
1.2 Scope of Services....................................................................................................................4
1.3 Authorization..........................................................................................................................4
2.0 PROJECT INFORMATION.....................................................................................................5
2.1 Project Location......................................................................................................................5
2.2 Past Site History/Uses and Current Site Conditions...............................................................5
2.3 Proposed Construction...........................................................................................................5
3.0 FIELD EXPLORATION...........................................................................................................6
3.1 Field Exploration Program......................................................................................................6
3.1.1 Test Borings..................................................................................................................6
3.2 Regional/Site Geology............................................................................................................6
3.3 Subsurface Characterization..................................................................................................7
3.4 Groundwater Observations....................................................................................................7
4.0 LABORATORY SERVICES......................................................................................................8
4.1 Laboratory Testing.................................................................................................................8
5.0 PRELIMINARY DESIGN RECOMMENDATIONS.......................................................................9
5.1 Building Design.......................................................................................................................9
5.1.1 Foundations..................................................................................................................9
5.1.2 Floor Slabs.....................................................................................................................9
5.1.3 Preliminary Seismic Design Considerations................................................................10
5.2 Preliminary Site Design Considerations...............................................................................11
5.2.1 Cut and Fill Slopes.......................................................................................................11
5.2.2 Pavement Considerations...........................................................................................11
6.0 PRELIMINARY SITE CONSTRUCTION RECOMMENDATIONS.................................................13
6.1 Subgrade Preparation..........................................................................................................13
6.1.1 Stripping and Grubbing...............................................................................................13
6.1.2 Proofrolling.................................................................................................................13
6.1.3 Subgrade Stabilization................................................................................................13
6.2 Earthwork Operations..........................................................................................................13
6.2.1 Organic Laden Soils.....................................................................................................13
6.2.2 Moisture Sensitive Soils..............................................................................................14
6.2.3 Below Grade Excavation.............................................................................................14
6.2.4 Structural Fill Materials...............................................................................................15
6.2.5 Compaction.................................................................................................................16
6.3 Foundation and Slab Observations......................................................................................17
6.4 Utility Installations...............................................................................................................18
6.5 General Construction Considerations..................................................................................18
7.0 CLOSING...........................................................................................................................20

Goldmine Road Site - North
ECS Project No. 08:13376
APPENDICES
Appendix A — Drawings & Reports
• Site Vicinity Map
• Boring Location Diagram
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Boring Logs B-1 through B-28
• Generalized Subsurface Profile
Appendix C — Laboratory Testing Results
• Laboratory Testing Summary
• Plasticity Index Chart
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Goldmine Road Site - North
ECS Project No. 08:13376
EXECUTIVE SUMMARY
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This report contains the results of our subsurface exploration and preliminary geotechnical
engineering evaluation for the Goldmine Road Site north property located along Goldmine Road
in Waxhaw, Union County, North Carolina. The approximately 129-acre site is identified as Union
County Parcel Identification Number (PIN) 09372003C. This parcel, designated the north
Goldmine Road Site for the purposes of this report, is part of a larger development plan. We
understand the site may be used for proposed industrial development.
The results of our exploration and preliminary geotechnical recommendations are summarized as
follows:
• The subsurface conditions disclosed by the borings generally consisted of residual soils
underlain by partially weathered rock and auger refusal materials to the explored depths
of the borings.
o The residual soils typically consisted of Elastic SILT (MH), Plastic CLAY (CH), Sandy
SILT (ML), and Sandy CLAY (CL).
o Partially Weathered Rock (PWR) was encountered underlying residual soils in
Borings B-1 through B-14, B-16 through B-23, B-25, B-26, and B-28 at depths
ranging between approximately 3 and 17 feet below the existing ground surface.
PWR was encountered below surficial materials in Borings B-15, B-24, and B-27.
Borings B-1 through B-28 were terminated upon auger refusal at depths ranging
between approximately 3.5 to 18.7 feet below the existing ground surface.
• Moisture sensitive soils (CH soils) were encountered in Borings B-1, B-12, B-13, B-14, B-16,
B-17, and B-23. MH soils with a Plasticity Index (PI) greater than 30 and CH soils should
not be used for direct support of project foundations, slabs -on -grade, or pavements. MH
soils with a PI greater than 30 and CH soils encountered within proposed structural areas
should be undercut and replaced with low plasticity engineered fill to a minimum depth
of 2 feet below subgrade elevations in slab and pavement areas and 2 feet below
foundation bearing elevations. Based on laboratory testing and depending on proposed
grading plans, undercut or chemical stabilization of high plasticity soils should be
anticipated in the vicinity of Borings B-1, B-12, B-13, B-14, B-16, B-17, and B-23.
• Based on the results of the preliminary subsurface exploration, a preliminary design
bearing capacity of 2,500 psf for foundations bearing on firm residual soils or newly
placed engineered fill soils appears feasible, provided the site and foundation subgrade
preparation sections of this report are followed.
• Concrete slabs -on -grade supported by approved residual soils or properly prepared
engineered fills can be designed using a modulus of subgrade reaction of 100 pounds per
cubic inch (pci).
• A Seismic Site Class "D" may be used for the site property based on the Average N
method.
Specific information regarding the subsurface exploration procedures, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning
the geotechnical design and construction aspects of the project are discussed in detail in the
subsequent sections of this report. Please note this Executive Summary is an important part of
this report but should be considered a "summary" only. The subsequent sections of this report
constitute our findings, conclusions, and recommendations in their entirety. Furthermore, ECS
should review our findings and recommendations in their entirety once the final project criteria
have been established.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 4
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to provide general subsurface conditions at the site and to evaluate
those conditions with regard to general site development. We understand the project is in the
preliminary design stages with plans for industrial use.
This report contains the results of our subsurface exploration and laboratory testing programs,
site characterization, engineering analyses, and preliminary recommendations for general site
development.
1.2 SCOPE OF SERVICES
As requested, twenty-eight (28) soil test borings were performed at specified locations across the
site and located in the field by ECS. A laboratory -testing program was also implemented to
characterize the physical and engineering properties of the subsurface soils.
This report discusses our exploratory and testing procedures, presents our findings and
evaluations and includes the following.
• Information on site conditions including geologic information and special site features.
• Description of the field exploration and laboratory tests performed.
• Final logs of the soil borings and records of the field exploration and laboratory tests in
accordance with the standard practice of geotechnical engineers, including a boring location
diagram and vicinity map.
• Measurement of the topsoil materials at each boring location and notation of this information
on the boring logs and in the text of the report.
• Seismic site classification using the average N-method.
• Preliminary recommendations regarding foundation options for the structure(s) and
settlement potential. Settlement potential is provided based on assumed loading and
structure details from the project information obtained at the time of the analysis.
• Recommendations regarding slab -on -grade construction and design.
• Preliminary geotechnical recommendations regarding pavement support.
• Evaluation of the on -site soil characteristics encountered in the soil borings. Specifically, we
discuss the suitability of the on -site materials for reuse as engineered fill to support ground
slabs and pavements. A discussion of groundwater and in -place fill, and their potential impact
on structures and project construction is provided.
• Recommendations for minimum soil cover during frost heaving, compaction requirements for
fill and backfill areas, and slab -on -grade construction.
• Recommendations regarding site preparation and construction observations and testing.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 08:21429PR1, dated January 31,
2019 as authorized by Mr. William M. Watson on February 15, 2019, and includes the Terms and
Conditions of Service outlined in the signed contract.

Goldmine Road Site - North
ECS Project No. 08:13376
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
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Page 5
The site is located along Goldmine Road in Monroe, Union County, North Carolina as shown in the
Site Vicinity Map (Figure 2.1.1) below, and included in the Appendix. The approximately 129-acre
site is identified as Union County Parcel Identification Number (PIN) 09372003C.
Figure 2.1.1. Site Location
2.2 PAST SITE HISTORY/USES AND CURRENT SITE CONDITIONS
Based on our review of available historical imagery and our site visit, the site is currently consist
of cleared fields and wooded property and has appeared similar to its present condition since at
least 1993. The previous use discussion is not considered a comprehensive or in-depth review of
the site history, rather a quick overview of available aerial imagery.
2.3 PROPOSED CONSTRUCTION
We understand the project is currently in preliminary design stages with plans to develop the site
for industrial use. The north Goldmine Road Site is part of a larger development plan.

Goldmine Road Site - North
ECS Project No. 08:13376
3.0 FIELD EXPLORATION
3.1 FIELD EXPLORATION PROGRAM
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The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist
in the determination of geotechnical recommendations.
3.1.1 Test Borings
The subsurface conditions were explored by drilling twenty-eight (28) soil test borings across the
site (Borings B-1 through B-28). An ATV -mounted Simco 2400 drill rig and an ATV -mounted CME
55 drill rig were utilized to drill the soil test borings. Borings were generally advanced to depths
ranging from approximately 3.5 to 18.7 feet below the current ground surface.
Boring locations were identified in the field by ECS personnel using handheld GPS technology and
existing landmarks as reference prior to mobilization of our drilling equipment. The approximate
as -drilled boring locations are shown on the Boring Location Diagram in Appendix A. Ground
surface elevations noted on our boring logs were interpolated from Google Earth and should be
considered approximate.
Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general
accordance with ASTM D 1586. Small representative samples were obtained during these tests
and were used to classify the soils encountered. The standard penetration resistances obtained
provide a general indication of soil shear strength and compressibility.
3.2 REGIONAL/SITE GEOLOGY
The site is located in the Piedmont Physiographic Province of North Carolina. The native soils in
the Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the
soils generally becomes more granular with increasing depth and gradually changes first to
weathered and finally to unweathered parent bedrock. The mineral composition of the parent
rock and the environment in which weathering occurs largely control the resulting soil's
engineering characteristics. The residual soils are the product of the weathering of the parent
bedrock.

Goldmine Road Site - North
ECS Project No. 08:13376
3.3 SUBSURFACE CHARACTERIZATION
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The following sections provide generalized characterizations of the soil and rock strata
encountered during our subsurface exploration. For subsurface information at a specific location,
refer to the Boring Logs in Appendix B.
Table 3.3.1 Subsurface Stratieraohv
Approximate
Ranges of
Depth Range
Stratum
Description
SPTM N-values
(ft)
(bpf)
0.0 to 0.3
Varying amounts of surficial organic laden
(Surficial
N/A
materials were present at the gound surface at
N/A
Organic
Borings B-1 through B-5, B-7 through B-23, and
Laden Soils)
B-25 through B-28.
RESIDUAL — Plastic CLAY (CH), Sandy CLAY (CL),
0.3 to 17
I
and Sandy SILT (ML)
3 to 78
50 blows per 5
inches of
0 to 18.7
II
PARTIALLY WEATHERED ROCK —Sampled as
penetration to
Sandy SILT(2)(3)
50 blows per 0
inches of
penetration
Notes: (1) Standard Penetration Test
(2) Partially Weathered Rock (PWR) encountered at Borings B-1 through B-28.
(3) Borings B-1 through B-28 were terminated upon auger refusal at depths ranging from approximately 3.5 to 18.7 feet
below existing ground surface.
* Please note that the surficial materials are driller reported. Therefore, they should not be used in surficial material removal takeoffs
3.4 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling and prior to
demobilization from the site. Groundwater was encountered at Borings B-14, B-22, B-25, and B-28
at depths ranging from approximately 4 to 18 feet below the existing ground surface. The
remaining boring locations were dry at the time of drilling and to the depths explored. Cave-in
depths were attempted to be measured at Borings B-1 through B-28 with cave-in depths ranging
from approximately 2 to 15.6 feet. Cave-in of a soil test boring can be caused by groundwater
hydrostatic pressure, weak soil layers, and/or drilling activities (i.e. drilling fluid circulation or
advancement of bit).
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-
off, utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring and the lowest levels occur in late summer and
fall. Depending on time of construction, groundwater may be encountered at shallower depths
and locations not explored during this study. If encountered during construction, engineering
personnel from our office should be notified immediately.

Goldmine Road Site - North
ECS Project No. 08:13376
4.0 LABORATORY SERVICES
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The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations. The following paragraphs briefly discuss
the results of the completed laboratory testing program. Classification and index property tests
were performed on representative soil samples obtained from the test borings in order to aid in
classifying soils according to the Unified Soil Classification System and to quantify and correlate
engineering properties.
A geotechnical staff professional visually classified each soil sample from the test borings on the
basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and
ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures). After
classification, the staff professional then grouped the various soil types into the major zones
noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in
parentheses following the soil descriptions on the boring logs. The stratification lines designating
the interfaces between earth materials on the boring logs are approximate; in situ, the transitions
may be gradual.
4.1 LABORATORY TESTING
In addition to visual classification, ECS performed eight (8) natural moisture content tests, four (4)
percent fines, and four (4) Atterberg limits tests. The laboratory testing was performed in general
accordance with the applicable ASTM standards. The results of the laboratory testing, where
applicable, are presented on the respective Boring Logs included in the Appendix.

Goldmine Road Site - North
ECS Project No. 08:13376
5.0 PRELIMINARY DESIGN RECOMMENDATIONS
5.1 BUILDING DESIGN
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The following sections provide preliminary recommendations for foundation design, soil
supported slabs, pavements, and seismic design parameters.
5.1.1 Foundations
Provided subgrades and structural fills are prepared as discussed herein, the proposed structure
can be supported by conventional shallow foundations: individual column footings and
continuous wall footings. The design of the foundation shall utilize the following parameters:
Table 5.1.1.1 Foundation Design
Design Parameter
Column Footing
Wall Footing
Net Allowable Bearing Pressure1
2,500 psf
Strata I , Strata 11
Acceptable Bearing Soil Material
OR
Newly placed Engineered Fill
Minimum Width
24 inches
18 inches
Minimum Footing Embedment Depth (below
slab or finished grade)
18 inches
18 inches
Estimated Total Settlement
Less than 1 inch
Less than 1 inch
Less than % inch between
Less than % inch over 50
Estimated Differential Settlement
columns
feet
1. Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils
above the base of the foundation.
Most of the soils at the foundation bearing elevation are anticipated to be suitable for support of
the proposed structure. If soft or unsuitable soils including Elastic SILTS (MH soils) with a
Plasticity Index greater than 30 and Plastic CLAYS (CH soils) as discussed in Section 6.2.2 are
observed at the footing bearing elevations, the unsuitable soils should be undercut and removed.
Undercut should be backfilled with lean concrete (f'c >_ 1,000 psi at 28 days) up to the original
design bottom of footing elevation; the original footing shall be constructed on top of the
hardened lean concrete. Based on laboratory testing and depending on proposed grading plans,
undercut or chemical stabilization of high plasticity soils should be anticipated in the vicinity of
Borings B-1, B-12, B-13, B-14, B-16, B-17, and B-23.
5.1.2 Floor Slabs
The on -site low plasticity residual soils are considered suitable for support of project floor slabs,
although moisture control during earthwork operations, including the use of discing or
appropriate drying equipment, may be necessary. Based on the assumption the site is close to
final grade, it appears that the slabs for the structure will bear on the Stratum I residual soils. This
material is likely suitable for the support of a slab -on -grade, however, there may be areas of soft,
yielding or unsuitable high plasticity soils that should be removed and replaced with compacted

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 10
structural fill in accordance with the recommendations included in this report. The following
graphic depicts our soil -supported slab recommendations:
Vapor Barrier
Concrete Slab ;
000 D 0 CD 00 0 0 0 00 0 0 0 00
0 0 0 0 oo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Granular Capillary Break/Drainage Layer
Compacted Subgrade
Figure 5.1.2.1
1. Drainage Layer Thickness: 4 inches
2. Drainage Layer Material: GRAVEL (GP, GW), SAND (SP, SW)
3. Subgrade compacted to 100% maximum dry density per ASTM D698
Subgrade Modulus: Provided the placement of Structural Fill and Granular Drainage Layer per the
recommendations discussed herein, the slab may be designed assuming a modulus of subgrade
reaction, k1 of 100 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a 1 ft by
1 ft plate load test basis.
Slab Isolation: Ground -supported slabs should be isolated from the foundations and foundation -
supported elements of the structure so that differential movement between the foundations and
slab will not induce excessive shear and bending stresses in the floor slab. Where the structural
configuration prevents the use of a free-floating slab, the slab should be designed with suitable
reinforcement and load transfer devices to preclude overstressing of the slab. Maximum
differential settlement of soils supporting interior slabs is anticipated to be less than 0.96 of an
inches in 40 feet.
5.1.3 Preliminary Seismic Design Considerations
Seismic Site Classification: The North Carolina Building Code (NCBC) requires site classification for
seismic design based on the upper 100 feet of a soil profile. Three methods are utilized in
classifying sites, namely the shear wave velocity (vs) method; the unconfined compressive
strength (sJ method; and the Standard Penetration Resistance (SPT N-value) method. The SPT
N-value method was used in classifying this site. Based on the weighted average N-value, a
Seismic Site Class D is considered appropriate for this site.
A proposed grading plan was not available at the time of this report. Based on anticipated
finished floor elevations, a Seismic Site Class C may be achievable with additional in -situ testing,
such as a seismic refraction survey.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 11
The seismic site class definitions for the weighted average of SPT N-value in the upper 100 feet of
the soil profile are shown in the following table:
Table 5.1.3.1: Seismic Site Classification
Site Class
Soil Profile Name
SPT Resistance, N-bar
N value (bpf)
A
Hard Rock
Not Applicable
N/A
B
Rock
Not Applicable
N/A
C
Very dense soil and soft rock
N-bar > 50
>50
D
Stiff Soil Profile
15 <_ N-bar <_ 50
15 to 50
E
Soft Soil Profile
N-bar < 15
<15
5.2 PRELIMINARY SITE DESIGN CONSIDERATIONS
5.2.1 Cut and Fill Slopes
ECS does not anticipate cut and fill slopes in excess of 10 feet. However, we recommend that
permanent cut slopes with less than 10 feet crest height through undisturbed residual soils be
constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less than 10 feet tall may
be constructed using engineered fill at a slope of 2.5:1 or flatter. However, a slope of 3:1 or
flatter may be desirable to permit establishment of vegetation, safe mowing, and maintenance.
The surface of cut and fill slopes should be adequately compacted. Permanent slopes should be
protected using vegetation or other means to prevent erosion.
A slope stability analysis should be performed on cut and fill slopes exceeding 10 feet in height to
determine a slope inclination resulting in a factor of safety greater than 1.4. Upon finalization of
site civil drawings, ECS should be contacted to perform slope stability analysis and determine if
further exploration is necessary.
The outside face of building foundations and the edges of pavements placed near slopes should
be located an appropriate distance from the slope. Buildings or pavements placed at the top of
fill slopes should be placed a distance equal to at least 1/3 of the height of the slope behind the
crest of the slope. Buildings or pavements near the bottom of a slope should be located at least
of the height of the slope from the toe of the slope. Slopes with structures located closer than
these limits or slopes taller than the height limits indicated should be specifically evaluated by the
geotechnical engineer and may require approval from the building code official.
Temporary slopes in confined or open excavations should perform satisfactorily at inclinations of
2:1. Excavations should conform to applicable OSHA regulations. Appropriately sized ditches
should run above and parallel to the crest of permanent slopes to divert surface runoff away from
the slope face. To aid in obtaining proper compaction on the slope face, the fill slopes should be
overbuilt with properly compacted structural fill and then excavated back to the proposed grades.
5.2.2 Pavement Considerations
Undisturbed low -plasticity residual soils or newly placed engineered fill can provide adequate
support for pavement structures and walkways designed for appropriate subgrade strength and
traffic characteristics. Based on the soil types encountered in the soil test borings, we
recommend a CBR value of 4 be used in design of the project pavements. For the design and
construction of exterior pavements, the subgrades should be prepared in accordance with the

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 12
recommendations in the "Site and Subgrade Preparation" and "Engineered Fill" sections of this
report.
Where MH soils with a PI greater than 30 and CH soils are encountered, localized undercutting
and/or the use of geosynthetic stabilization materials should be anticipated. In general, a 2 ft.
separation between the MH soils and subgrade should be used for planning purposes. An ECS
geotechnical engineer should provide specific remedial recommendations based upon the
conditions at the time of construction. Alternatively, chemical stabilization, or lime treatment,
could be considered on these soils lieu of undercutting. Based on laboratory testing and
depending on proposed grading plans, undercut or chemical stabilization of high plasticity soils
should be anticipated in the vicinity of Borings B-1, B-12, B-13, B-14, B-16, B-17, and B-23.
We emphasize that good base course drainage is essential for successful pavement performance.
Water buildup in the base course will result in premature pavement failures. The subgrade sand
pavement should be graded to provide positive runoff to either the outer limits of the paved area
or to catch basins so that standing water will not accumulate on the subgrade or pavement.
The pavement locations for refuse dumpsters should be properly designed for the high axial loads
and twisting movement of the trucks. Consideration should be given to the use of concrete
pavement for the dumpster and approach areas.
At locations where delivery truck, semi -trailers, and/or buses will be turning and maneuvering,
the flexible pavement section should be designed to resist the anticipated shear stress on the
pavement throughout the required pavement service life. When the traffic volumes, wheel
loading conditions, and service life have been estimated, ECS can perform pavement analyses for
flexible and rigid pavements for an additional fee.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 13
6.0 PRELIMINARY SITE CONSTRUCTION RECOMMENDATIONS
6.1 SUBGRADE PREPARATION
6.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, gravel, topsoil, and
other soft or unsuitable materials from the 10-foot expanded buildings and 5-foot expanded
pavement limits and to 5 feet beyond the toe of structural fills. Deeper topsoil or organic laden
soils may be present in wet, low-lying, and poorly drained areas. ECS should be called on to verify
that topsoil and unsuitable surficial materials have been completely removed prior to the
placement of Structural Fill or construction of structures.
6.1.2 Proofrolling
After removing unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of structural fill or other construction materials, the exposed subgrade should be
examined by the Geotechnical Engineer or authorized representative. The exposed subgrade
should be thoroughly proofrolled with previously approved construction equipment having a
minimum axle load of 10 tons (e.g. fully loaded tandem -axle dump truck). The areas subject to
proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions
with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or
authorized representative. This procedure is intended to assist in identifying localized yielding
materials. In the event that unstable or "pumping" subgrade is identified by the proofrolling,
those areas should be marked for repair prior to the placement of subsequent structural fill or
other construction materials. Methods of repair of unstable subgrade, such as undercutting or
moisture conditioning or chemical stabilization, should be discussed with the Geotechnical
Engineer to determine the appropriate procedure with regard to the existing conditions causing
the instability. A test pit(s) may be excavated to explore the shallow subsurface materials in the
area of the instability to help in determined the cause of the observed unstable materials and to
assist in the evaluation of the appropriate remedial action to stabilize the subgrade.
6.1.3 Subgrade Stabilization
Subgrade Benching: Fill should not be placed on ground with a slope steeper than 5H:1V, unless
the fill is confined by an opposing slope, such as in a ravine. Otherwise, where steeper slopes
exist, the ground should be benched so as to allow for fill placement on a horizontal surface.
Subgrade Stabilization: Is some areas, particularly low-lying, wet areas of the site, undercutting of
excessively soft materials may be considered inefficient. In such areas the use of a reinforcing
geotextile or geogrid might be employed, under the advisement of ECS. Suitable stabilization
materials may include medium duty woven geotextile fabrics or geogrids. The suitability and
employment of reinforcing or stabilization products should be determined in the field by ECS
personnel, in accordance with project specifications.
6.2 EARTHWORK OPERATIONS
6.2.1 Organic Laden Soils
A layer of organic laden soil varying in thickness was encountered at the ground surface at borings
B-1 through B-5, B-7 through B-23, and B-25 through B-28. Please note that the recorded topsoil
depths noted on the boring logs are driller reported and should not be used in cost estimating
topsoil removal.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 14
The surficial organic laden soil is typically a dark -colored soil material containing roots, fibrous
matter, and/or other organic components, and is generally unsuitable for support of engineering
fill, foundations, or slabs -on -grade. ECS has not performed laboratory testing to determine the
organic content or other horticultural properties of the observed surficial organic laden soils.
Therefore, the phrase "surficial organic laden soil" is not intended to indicate suitability for
landscaping and/or other purposes. The surficial organic laden soil depths provided in this report
and on the individual Boring Logs are based on driller observations and should be considered
approximate. Please note that the transition from surficial organic laden soils to underlying
materials may be gradual, and therefore the observation and measurement of the surficial
organic laden soil depth is approximate. Actual surficial organic laden soil depths should be
expected to vary and generally increases with the amount of vegetation present over the site.
6.2.2 Moisture Sensitive Soils
Cuts: Moisture sensitive soils are those soil materials classified as Elastic SILT (MH) and Plastic
CLAY (CH). Moisture sensitive soils (CH soils) were encountered in Borings B-1, B-12, B-13, B-14, B-
16, B-17, and B-23 to depths ranging from 3 to 5.5 feet below the existing ground surface.
MH soils with a Plasticity Index (PI) greater than 30 and CH soils should not be used for direct
support of project foundations, slabs -on -grade, or pavements. MH soils with a PI greater than 30
or CH soils encountered within proposed structural areas should be undercut and replaced with
low plasticity engineered fill to a minimum depth of 2 feet below foundations and 2 feet below
subgrade elevations in slab and pavement areas. Upon completion of the undercut, the resulting
subgrade soils should be evaluated for stability prior to placement of engineered fill or with
Flowable Fill having a minimum 28-day compressive strength of 200 psi. Based on laboratory
testing and depending on proposed grading plans, undercut of high plasticity soils should be
anticipated in the vicinity of Borings B-1, B-12, B-13, B-14, B-16, B-17, and B-23.
Alternatively, MH/CH soils may be stabilized in place by mixing the soil with lime then re -
compacting the soils. Lime stabilization is typically economically feasible for treating large areas
of MH/CH soils. As such, ECS recommends that the owner consider lime stabilization of the CH
soils in lieu of traditional undercut and replacement of the CH soils encountered at the site. Upon
completion of final grades, ECS can provide further recommendations for lime stabilization upon
request.
Structural Fills: High plasticity soils (with a PI greater than 30) do not satisfy the specification
criteria for satisfactory materials. Given the significant presence of high plasticity soils on this site,
and to reduce the amount of import material to the site, the Owner can consider allowing soils
with a maximum Liquid Limit of 65 and maximum Plasticity Index of 30 to be used as Structural
Fill.
6.2.3 Below Grade Excavation
Based on the results of the soil test borings, and depending on a final site grading plan, it appears
that difficult excavation may be encountered during site development. Information regarding the
foundation elevations and depth of the planned utilities was not provided at the time of this
report. Partially Weathered Rock (PWR) was encountered in Borings B-1 through B-28 at depths
ranging from approximately 0 to 18.7 feet below existing grades. The site civil designer should
take the weathered rock depths into account when determining utility and foundation elevations.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 15
In mass excavation for general site work, dense soils and PWR can usually be removed by ripping
with a single -tooth ripper attached to a large crawler tractor or by breaking it out with large front-
end loader. In confined excavations such as foundations, utility trenches, etc., removal of PWR
may require use of heavy duty backhoes, pneumatic spades, or blasting.
As a general guide, we recommend the following definitions be used to define rock:
General Excavation
Rip Rock: Material that cannot be removed by scrapers, loaders, pans, dozers, or graders;
and requires the use of a single -tooth ripper mounted on a crawler tractor having
a minimum draw bar pull rated at not less than 56,000 pounds.
Blast Rock: Material which cannot be excavated with a single -tooth ripper mounted on a
crawler tractor having a minimum draw bar pull rated at not less than 56,000
pounds (Caterpillar D-8 or equivalent) or by a Caterpillar 977 frontend loader or
equivalent; and occupying an original volume of at least one (1) cubic yard.
Trench Excavation
Blast Rock: Material which cannot be excavated with a backhoe having a bucket curling
force rated at not less than 25,700 pounds (Caterpillar Model 225 or equivalent),
and occupying an original volume of at least one-half (1/2) cubic yard.
As noted in the Geology section of this report, the weathering process in the Piedmont can be
erratic and significant variations of the depths of the more dense materials can occur in relatively
short distances. In some cases, isolated boulders or thin rock seams may be present in the soil
matrix.
6.2.4 Structural Fill Materials
Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50
pounds) of on -site and off -site borrow should be submitted to ECS for laboratory testing, which
will include Atterberg limits, natural moisture content, grain -size distribution, and moisture -
density relationships for compaction. Import materials should be tested prior to being hauled to
the site to determine if they meet project specifications.
Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist
of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of
these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris,
and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded
materials, such as Gravels (GW and GP), which contain void space in their mass should not be
used in structural fills unless properly encapsulated with filter fabric. Suitable Structural Fill
material should have the index properties shown in Table 6.2.4.1

Goldmine Road Site - North
ECS Project No. 08:13376
Table 6.2.4.1 Structural Fill Index Properties
Location
LL
PI
Building Areas
50 max
30 max
Pavement Areas
50 max
30 max
0311212019
Page 16
Unsatisfactory Materials: Unsatisfactory fill materials include materials which to not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), Elastic Silt
(MH) (with a PI greater than 30), and high plasticity Clay (CH).
6.2.5 Compaction
Structural Fill Compaction: Structural Fill within the expanded building, pavement, and
embankment limits should be placed in maximum 8-inch loose lifts, moisture conditioned as
necessary to within +/- 3 % of the soil's optimum moisture content, and be compacted with
suitable equipment to a dry density of at least 95% of the Standard Proctor maximum dry density
(ASTM D698) except within 24 inches of finished soil subgrade elevation beneath slab -on -grade
and pavements. Within the top 24 inches of finished soil subgrade elevation beneath slab on
grade and pavements, the approved project fill should be compacted to at least 100 percent of its
standard Proctor maximum dry density. ECS should be called on to document that proper fill
compaction has been achieved.
Fill Compaction Control: The expanded limits of the proposed construction areas should be well
defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time
of fill placement. Grade controls should be maintained throughout the filling operations. Filling
operations should be observed on a full-time basis by a qualified representative of the
construction testing laboratory to determine that the minimum compaction requirements are
being achieved. Field density testing of fills will be performed at the frequencies shown in Table
6.2.5.1, but not less than 1 test per lift.
Table 6.2.5.1 Frequency of Compaction Tests in Fill Areas
Compaction Equipment: Compaction equipment suitable to the soil type being compacted should
be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should
be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used
for compaction of coarse -grained soils (Sands) as well as for sealing compacted surfaces.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost -heaved
soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at
the time of placement, and frozen or frost -heaved soils should be removed prior to placement of
Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be
scarified, aerated, and moisture conditioned.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 17
At the end of each work day, fill areas should be graded to facilitate drainage of precipitation and
the surface should be sealed by use of a smooth -drum roller to limit infiltration of surface water.
During placement and compaction of new fill at the beginning of each workday, the Contractor may
need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be
formed between the new fill and the existing subgrade soils.
Drying and compaction of wet soils is typically difficult during the cold, winter months.
Accordingly, earthwork should be performed during the warmer, drier times of the year, if
practical. Proper drainage should be maintained during the earthwork phases of construction to
prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these
soils cannot be stabilized by conventional methods as previously discussed, additional
modifications to the subgrade soils such as lime or cement stabilization may be utilized to adjust
the moisture content. If lime or cement are utilized to control moisture contents and/or for
stabilization, Quick Lime, Calciment® or regular Type 1 cement can be used. The construction
testing laboratory should evaluate proposed lime or cement soil modification procedures, such as
quantity of additive and mixing and curing procedures, before implementation. The contractor
should be required to minimize dusting or implement dust control measures, as required.
Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the
existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility
trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to
achieve specified degrees of compaction.
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult
when these soils become wet. Further, such soils are easily degraded by construction traffic when
the moisture content is elevated.
6.3 FOUNDATION AND SLAB OBSERVATIONS
Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the
footing bearing level if the foundation excavations remain open for too long a time. Therefore,
foundation concrete should be placed the same day that excavations are made. If the bearing
soils are softened by surface water intrusion or exposure, the softened soils must be removed
from the foundation excavation bottom immediately prior to placement of concrete. If the
excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils
are exposed, a 1 to 3-inch thick "mud mat" of "lean" concrete should be placed on the bearing
soils before the placement of reinforcing steel.
Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are
anticipated to be suitable for support of the proposed structure. It will be important to have the
geotechnical engineer of record observe the foundation subgrade prior to placing foundation
concrete, to confirm the bearing soils are what was anticipated. If soft or unsuitable soils are
observed at the footing bearing elevations, the unsuitable soils should be undercut and removed.
Undercut should be backfilled with lean concrete (f'c >_ 1,000 psi at 28 days) up to the original

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 18
design bottom of footing elevation; the original footing shall be constructed on top of the
hardened lean concrete.
Slab Subgrade Verification: A representative of ECS should be called on to observe exposed
subgrades within the expanded building limits prior to Structural Fill Placement to assure that
adequate subgrade preparation has been achieved. A proofrolling using a drum roller or loaded
dump truck should be performed in their presence at that time. Once subgrades have been
prepared to the satisfaction of ECS, subgrades should be properly compacted and new Structural
Fill can be placed. Existing subgrades to a depth of at least 10 inches and Structural Fill should be
moisture conditioned to within +/-3 percentage points of optimum moisture content then be
compacted to the required density. If there will be a significant time lag between the site grading
work and final grading of concrete slab areas prior to the placement of the subbase stone and
concrete, a representative of ECS should be called on to verify the condition of the prepared
subgrade. Prior to final slab construction, the subgrade may require scarification, moisture
conditioning, and re -compaction to restore stable conditions.
6.4 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable
for support of utility pipes. The pipe subgrade should be observed and probed for stability by ECS
to evaluate the suitability of the materials encountered. Loose or unsuitable materials
encountered at the utility pipe subgrade elevation should be removed and replaced with suitable
compacted Structural Fill or pipe bedding material.
Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less
than that specified by the project drawings and specifications. Fill placed for support of the
utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill
given in this report. Compacted backfill should be free of topsoil, roots, ice, or other material
designated by ECS as unsuitable. The backfill should be moisture conditioned, placed, and
compacted in accordance with the recommendations of this report.
Excavation Safety: Excavations and slopes should be made and maintained in accordance with
OSHA excavation safety standards. The contractor is solely responsible for designing and
constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides
of the excavations and slopes as required to maintain stability of both the excavation sides and
bottom. The contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the
soil exposed in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations. ECS is providing this
information solely as a service to our client. ECS is not assuming responsibility for construction
site safety or the contractor's activities; such responsibility is not being implied and should not be
inferred.
6.5 GENERAL CONSTRUCTION CONSIDERATIONS
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional
costs should be anticipated. At these times, reduction of soil moisture may need to be
accomplished by a combination of mechanical manipulation and the use of chemical additives,
such as lime or cement, in order to lower moisture contents to levels appropriate for compaction.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 19
Alternatively, during the drier times of the year, such as the summer months, moisture may need
to be added to the soil to provide adequate moisture for successful compaction according to the
project requirements.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from
rubber -tired heavy construction equipment, and to control and remove surface water from
development areas, including structural and pavement areas. It would be advisable to designate a
haul road and construction staging area to limit the areas of disturbance and to prevent
construction traffic from excessively degrading sensitive subgrade soils and existing pavement
areas. Haul roads and construction staging areas could be covered with excess depths of
aggregate to protect those subgrades. The aggregate can later be removed and used in pavement
areas.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water
should be directed away from the construction area, and the work area should be sloped away
from the construction area at a gradient of 1 percent or greater to reduce the potential of
ponding water and the subsequent saturation of the surface soils. At the end of each work day,
the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize
infiltration of surface water.
Excavation Safety: Cuts or excavations associated with utility excavations may require forming or
bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope
failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate
protection of the excavations and trench walls is provided.
Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and
maintain good site drainage during earthwork operations to maintain the integrity of the surface
soils. Erosion and sedimentation controls should be in accordance with sound engineering
practices and local requirements.

Goldmine Road Site - North 0311212019
ECS Project No. 08:13376 Page 20
7.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

Site Vicinity Map
Boring Location Diagram

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Reference Notes for Boring Logs
Boring Logs B-1 through B-28
Generalized Subsurface Profile

EN
REFERENCE NOTES FOR BORING LOGS
MATERIAL1'2
ASPHALT
CONCRETE
&
GRAVEL
TOPSOIL
VOID
BRICK
�g
AGGREGATE BASE COURSE
FILL'
MAN -PLACED SOILS
GW
WELL -GRADED GRAVEL
gravel-sand mixtures, little or no fines
4 #
GP
POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GM
SILTY GRAVEL
gravel -sand -silt mixtures
�
GC
CLAYEY GRAVEL
1 _TL
gravel -sand -clay mixtures
:......:_:::
SW
WELL -GRADED SAND
gravelly sand, little or no fines
SP
POORLY -GRADED SAND
gravelly sand, little or no fines
SM
SILTY SAND
sand -silt mixtures
SC
CLAYEY SAND
sand -clay mixtures
ML
SILT
III�IIIi
IIInon
-plastic to medium plasticity
MH
ELASTIC SILT
i i l l l
high plasticity
CL
LEAN CLAY
low to medium plasticity
CH
FAT CLAY
high plasticity
OL
ORGANIC SILT or CLAY
non -plastic to low plasticity
OH
ORGANIC SILT or CLAY
high plasticity
PT
PEAT
highly organic soils
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
Split Spoon Sampler
PM
Pressuremeter Test
ST
Shelby Tube Sampler
RD
Rock Bit Drilling
WS
Wash Sample
RC
Rock Core, NX, BX, AX
BS
Bulk Sample of Cuttings
REC
Rock Sample Recovery %
PA
Power Auger (no sample)
RQD
Rock Quality Designation %
HSA
Hollow Stem Auger
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
12 inches (300 mm) or larger
Cobbles
3 inches to 12 inches (75 mm to 300 mm)
Gravel: Coarse
% inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to % inch)
Sand: Coarse
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
Medium
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
Fine
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
Silt & Clay ("Fines")
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
SPTS
CONSISTENCY
STRENGTH, Qp4
(BPF)
(COHESIVE)
<0.25
<3
Very Soft
0.25 - <0.50
3-4
Soft
0.50 - <1.00
5-8
Medium Stiff
1.00 - <2.00
9 - 15
Stiff
2.00 - <4.00
16 - 30
Very Stiff
4.00 - 8.00
31 - 50
Hard
>8.00
>50
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
SPTS
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT
COARSE
GRAINED
(%)
FINE
GRAINED
(%)
Trace
<5
<5
Dual Symbol
10
10
(ex: SW-SM)
With
15 - 20
15-25
Adjective
25 - <50
30 - <50
(ex: "Silty')
WATER LEVELS
O
WL
Water Level (WS)(WD)
(WS) While Sampling
(WD) While Drilling
®
SHW
Seasonal High WT
•
ACR
After Casing Removal
IT
SWT
Stabilized Water Table
DCI
Dry Cave -In
WCI
Wet Cave -In
Classifications and symbols perASTM D 2488-09 (Visual -Manual Procedure) unless noted otherwise.
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].
¢Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). "N-value" is another term for "blow count" and is expressed in blows per foot (bpf).
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
Minor deviation from ASTM D 2488-09.
Reference Notes for Boring Logs (FINAL 08-23-2016).doc © 2016 ECS Corporate Services, LLC. All Rights Reserved

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
"
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION !m
w
J O
SURFACE ELEVATION 659
a
a
g
a
g
a
g
o
v
LU >
Co
�
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
Topsoil Thickness 2.00"
(CH RESIDUAL) PLASTIC CLAY, tan, stiff
2
S-1
SS
18
18
4
11
7
(ML) SANDY SILT, grayish tan, moist, hard to
S-2
SS
18
6
very hard
655
13
5
20
33
12
S-3
SS
18
18
25
36
G1
s32
(ML) SANDY SILT, trace clay, grayish tan,
S-4
SS
18
18
moist, hard
650
11
12
10
20
(ML) SANDY SILT, contains rock fragments,
grayish tan, moist, hard
645
38
25
'
;15
S-5
SS
18
18
15
20
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
50/4
100
S-6
SS
4
4
AUGER REFUSAL @a 18.4'
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 03/01/19
CAVE IN DEPTH 15.6
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 03/01 /19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 662
a
a
g
a
g
a
g
O
v
� >
Co
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 1.00"
(ML RESIDUAL) SANDY SILT, contains rock
s
S-1
SS
18
18
fragments, grayish tan, moist, stiff
5
660
$
i 13
100+
(PWR) PARTIALLY WEATHERED ROCK
S-2
SS
11
10
SAMPLED AS SANDY SILT, grayish tan
25
50/5
5
Son
S-3
SS
1
1
AUGER REFUSAL @a 6.1'
655
10
650
15
645
20
640
25
635
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 03/01/19
CAVE IN DEPTH 4.2
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 03/01 /19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
DESCRIPTION OF MATERIAL
Z
w
z
d
>
o
BOTTOM OF CASING
it
SURFACE ELEVATION 666
=
a
J
g
J
g
J
g
W
%
o
co
co
co
CE
ToDsoil Thickness r2.001
(ML RESIDUAL) SANDY SILT,
S-1 SS 18 15 moist, stiff
ENGLISH UNITS
c
J V
W
LOSS OF CIRCULATION !m w Z
J OD p
W ¢ co
w
w O
w m
grayish tan, 665 2
1
9
(ML) SANDY SILT, contains rock fragments,
S-2 SS 18 15 grayish tan, moist, very hard
5
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY AS SANDY SILT, tan
AUGER REFUSAL @a 6.3'
10
15
20
25
30
30
35
24
660 50/3
655
650
645
640
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
8
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED 03/01/19 CAVE IN DEPTH
WL(SHW) t WL(ACR) GNE BORING COMPLETED 03/01 /19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
"
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION !m
w
J O
SURFACE ELEVATION 656
a
a
g
a
g
a
g
o
v
LU >
Co
�
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT, contains rock
655
z
S-1
SS
18
16
fragments, grayish tan, moist, stiff
4
5
9
100+
(PWR) PARTIALLY WEATHERED ROCK
S-2
SS
10
10
SAMPLED AS SANDY SILT, trace clay, tannish
5o/a
brown
5
650
50/4
i 100+
S-3
SS
4
4
(ML) SANDY SILT, contains rock fragments,
S-4
SS
18
18
grayish tan, moist, hard
za
43
10
15
645
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
50/3
5
SS
3
3
AUGER REFUSAL @a 13.8'
15
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/27/19
CAVE IN DEPTH 10.2
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/27/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
"
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 655
a
a
g
a
g
a
g
O
v
LU >
Co
�
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT, contains rock
5
S-1
SS
18
16
fragments, grayish tan, moist, hard
18
45
27
(PWR) PARTIALLY WEATHERED ROCK
2
SS
1
1
SAMPLED AS SANDY SILT ra ish tan
50/2
AUGER REFUSAL @ 3.5
5
650
10
645
15
640
20
635
25
630
30
625
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/27/19
CAVE IN DEPTH 2
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/27/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 652
=
a
J
g
J
g
J
g
W
%
o
�
�
co
CE
(CL RESIDUAL) SANDY CLAY
fragments, grayish tan, moist, f
S-1
SS
1A
S-2 SS 18 18
5
S-3 SS 18 18
10
15
20
25
30
(PWR) PARTIALLY WEATHERED ROCK
S-4 SS 11 11 SAMPLED AS SILTY FINE TO MEDIUM SAND,
grayish tan
5 1 1 AUGER REFUSAL @a 10.5'
ENGLISH UNITS
c
J V
W
LOSS OF CIRCULATION !m w Z
J OD p
W ¢ co
w
w O
w m
contains rock
irm 2
650 3
3
2
3
3
3
645 4
6
38
50/5
50/1
640
635
630
625
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
8
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/27/1g CAVE IN DEPTH 7.5
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/27/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1
1

mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 651
=
a
J
g
J
g
J
g
W
%
Ov
o
U)
U)
co
CE
Topsoil Thickness 2.00"
(CL RESIDUAL) SANDY CLAY
S-1
I SS
i 18
7
moist, soft to firm
S-2 SS 18 18
5
10
15
20
25
30
(CL) SANDY CLAY, grayish tan
S-3 SS 18 18
(PWR) PARTIALLY WEATHER
S-4 SS 11 11 SAMPLED AS SANDY SILT, tr
tan
AUGER REFUSAL @a 12.1'
ENGLISH UNITS
ace
co
J
LOSS OF CIRCULATION was
W V
w Z
J OD
p
W ¢
w
co
w
w
O
co
grayish tan,
650
1
2
2
2
2
645
5
moist, stiff
4
6
8
24
ED ROCK
clay, grayish
50/5
640
150/1
635
630
625
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
14
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/27/1g CAVE IN DEPTH 9.5
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/27/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1
1

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-8
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
"
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 657
a
a
g
a
g
a
g
O
v
� >
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT, trace clay,
$
S-1
SS
18
18
contains rock fragments, grayish tan, moist,
23
E46
hard
655
23
(PWR) PARTIALLY WEATHERED ROCK
S-2
SS
11
11
SAMPLED AS SANDY SILT, grayish tan
27
50 5
i 100+
5
So/2
S-3
SS
2
1
AUGER REFUSAL @a 6.2'
650
10
645
15
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/28/19
CAVE IN DEPTH 4.0
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/28/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-9
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
�i�
w
Z
"
C
2'
DESCRIPTION OF MATERIAL ENGLISH UNITS
J LL
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 650
a
o
a
g
U)
a
g
U)
a
g
Co
O
v
C
LU >
w
w
Co
�
O
CoBLOWS/FT
® STANDARD PENETRATION
To soil Thickness 2.00"
(CL RESIDUAL) SANDY CLAY, grayish tan,
soft
2
2
4 i
S-1
SS
18
18
2
4
S-2
SS
18
18
4
10
5
645
6
(ML) SANDY SILT, trace clay, contains rock
fragments, grayish tan, moist, very stiff
S-3
SS
18
18
20
27 i
50/4
100+
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
4
4
3
10
640
Son
S-5
SS
1
1
AUGER REFUSAL @a 12.6'
100+
15
635
20
630
25
625
30
620
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/27/19
CAVE IN DEPTH 8.1
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/27/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-10
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
�i�
w
Z
C
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
J LL
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION !m
w
J O
SURFACE ELEVATION 657
a
o
a
g
Co
a
g
Co
a
g
Co
o
v
C
� >
w
w
Co
O
m
® STANDARD PENETRATION
BLOWS/FT
To soil Thickness 1.00"
(ML RESIDUAL) SANDY SILT, reddish orange,
moist, firm
655
2
2
3
5
S-1
SS
18
10
2
(CL) SANDY CLAY, grayish tan, firm to stiff
S-2
SS
18
18
2
5
5
3
3
S-3
SS
18
15
650
5
6
11
e
(ML) SANDY SILT, trace clay, contains rock
fragments, grayish tan, moist, very stiff
S-4
SS
18
16
10
16
645
%::
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
22
S-5
SS
17
16
18
15
50/5
640
50/3
S-6
SS
3
3
AUGER REFUSAL @a 18.3'
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/26/19
CAVE IN DEPTH 14.9
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/26/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-11
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
�i�
w
Z
C
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
J LL
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 659
a
o
a
g
Co
a
g
Co
a
g
Co
O
v
C
LU >
w
w
Co
�
O
m
® STANDARD PENETRATION
BLOWS/FT
To soil Thickness 1.00"
(ML RESIDUAL) SANDY SILT, contains rock
fragments, grayish tan, moist, stiff
5
8
S-1
SS
18
18
11
19
655
30
50/5
100+
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
S-2
SS
11
11
5
50/5
100+
S-3
SS
5
4
650
50/4
-4
4
2.5
AUGER REFUSAL @a 8.9'
100+
10
645
15
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/26/19
CAVE IN DEPTH 6.6
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/26/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 652
=
a
J
g
J
g
J
g
W
%
o
U)
U)
co
CE
Topsoil Thickness 2.00"
(CH RESIDUAL) PLASTIC CL
S-1
SS
18
18
stiff to very stiff
S-2 SS 18 12
5
(PWR) PARTIALLY WEATHER
S-3 SS 17 16 SAMPLED AS SANDY SILT, gr
(ML) SANDY SILT, contains ro
S-4 SS 18 18 grayish tan, moist, very hard
roc
ENGLISH UNITS
co
J
LOSS OF CIRCULATION !m
W V
w Z
J OD
p
W ¢
w
w
co
O
w
coAY,
grayish tan,
3
650
6
6
8
8
13
ED ROCK
ayish tan
32
645
50/5
fragments, � 10
40
10
(PWR) PARTIALLY WEATHERED ROCK 640
SAMPLED AS SANDY SILT grayish tan 50/0
AUGER REFUSAL @a 13.0'
15
635
20
630
25
625
30
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
21
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/27/1g CAVE IN DEPTH 8.7
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/27/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-13
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 652
a
a
g
a
g
a
g
O
v
� >
Co
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.50"
(CH RESIDUAL) PLASTIC CLAY, reddish tan,
5
S-1
SS
18
18
very stiff
650
�8
19
(ML) SANDY SILT, contains rock fragments,
S-2
SS
18
18
grayish tan, moist, very hard
266
5
32
(PWR) PARTIALLY WEATHERED ROCK
S-3
SS
11
11
SAMPLED AS SANDY SILT, grayish tan to dark
34
50 5
i 100+
brown
645
50/5
i 100+
S-4
SS
5
5
10
50/1
S-5
SS
1
0.5
AUGER REFUSAL @a 9.6'
lob+
640
15
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/28/19
CAVE IN DEPTH 6.3
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/28/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
DESCRIPTION OF MATERIAL
Z
w
z
d
>
o
BOTTOM OF CASING
it
=
a
J
g
J
g
J
g
W
%
SURFACE ELEVATION 650
o
co
co
co
CE
ToDsoil Thickness r3.001
5
10
15
20
25
30
(CH RESIDUAL) PLASTIC CL
S-1 SS 18 13 brown to yellowish brown, firm t
S-2ISS1181 6
(CL) SANDY CLAY, trace rock
S-3 SS 17 10 yellowish brown, very hard
S-4 SS 5 5 (PWR) PARTIALLY WEATHER
ENGLISH UNITS
fragments,
co
J
LOSS OF CIRCULATION was
W
w
V
Z
J
OD
p
W
w
¢
co
w
w
O
coAY,
3
grayish
o soft
2
5
2
—
2
645
1
_
4
10
50
ED ROCK
50/5
SAMPLED AS SILTY FINE TO MEDIUM SAND,
grayish brown, wet
640
AUGER REFUSAL @a 10.1'
635
630
625
620
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT'
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 4.0 WS❑ WDO BORING STARTED 03/09/19 CAVE IN DEPTH 9.7
WL(SHW) t WL(ACR) 5.9 BORING COMPLETED 03/09/19 HAMMER TYPE Auto
WL RIG Diedrich D50 FOREMAN Brian Boyce DRILLING METHOD HSA 2.25
1

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 655
=
a
J
g
J
g
J
g
W
%
o
U)
U)
co
CE
To soil Thickness 2.00"
(PWR) PARTIALLY WEATHER
S-1
SS
17
17
SAMPLED AS SANDY SILT, tr
tan
5
10
15
20
25
30
ENGLISH UNITS
c
J V
W
LOSS OF CIRCULATION was w Z
J OD p
W ¢ co
w
w O
w m
ED ROCK 3
ace clay, grayish 12
50/5
50/5
650
50/5
(PWR) PARTIALLY WEATHERED ROCK 50/4
SAMPLED AS SANDY SILT grayish tan
AUGER REFUSAL @a 8.9' 645
640
635
630
625
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
fl
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/27/1g CAVE IN DEPTH 5.1
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/27/19 HAMMER TYPE Manual
WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-16
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
c
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
o
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 650
a
a
g
a
g
a
g
O
v
LU >
co
�
® STANDARD PENETRATION
o
w
�
O
U)
U)
co
w
coBLOWS/FT
To soil Thickness 2.50"
(CH RESIDUAL) PLASTIC CLAY, grayish tan,
s
S-1
SS
18
18
stiff to very stiff
5
11 — —59
6
126�
29:5
4
S-2
SS
18
18
5
22'•
5
645
17
100+
(PWR) PARTIALLY WEATHERED ROCK
S-3
SS
7
6
SAMPLED AS SANDY SILT, grayish tan
5061
10.0+
50/0
___SS
0
0
AUGER REFUSAL @a 7.0'
10
640
15
635
20
630
25
625
30
620
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/28/19
CAVE IN DEPTH 4.1
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/28/19
HAMMER TYPE Manual
WL
RIG Simco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-17
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
n
�i�
w
Z
C
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
J LL
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 652
a
o
a
g
U)
a
g
U)
a
g
Co
O
v
C
� >
w
w
Co
O
m
® STANDARD PENETRATION
BLOWS/FT
To soil Thickness 2.00"
(CH RESIDUAL) PLASTIC CLAY, orangish
brown to yellowish brown, stiff
650
4
5
7
12;
S-1
SS
18
16
4
S-2
SS
18
17
5
13
5
$
645
20
22
50/4
10+
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish brown
S-3
SS
16
10
50/4
i 100+
4
SS
4
3
10
640
50/2
100+
-5
2
1
AUGER REFUSAL @a 14.0'
15
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 03/09/19
CAVE IN DEPTH 11.0
WL(SHW) t WL(ACR)
BORING COMPLETED 03/09/19
HAMMER TYPE Auto
WL
RIG Diedrich D50 FOREMAN Brian Boyce
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 659
=
a
J
g
J
g
J
g
W
%
o
U)
U)
co
CE
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT,
S-1
SS
18
18
contains rock fragments, grayis
very hard
(ML) SANDY SILT, contains ro
S-2
SS
1812
grayish tan, moist, hard to very
5
S-3 I SS 1 18 1 15
10
15
20
25
30
(PWR) PARTIALLY WEATHER
SAMPLED AS SANDY SILT, gr
AUGER REFUSAL @a 8.6'
ENGLISH UNITS
co
J
LOSS OF CIRCULATION !m
W
w
V
Z
J
OD
p
W
w
¢
co
w
w
O
co
trace clay,
8
h tan, moist,
21
32
645
640
635
630
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/2g/1g CAVE IN DEPTH 6.1
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/28/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-19
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 656
a
a
g
a
g
a
g
O
v
LU >
Co
�
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT, contains rock
655
17
S-1
SS
18
18
fragments, grayish tan, moist, very hard
22
65
43
(PWR) PARTIALLY WEATHERED ROCK
S-2
SS
17
17
SAMPLED AS SANDY SILT, grayish tan
g Y
22
33
100+
5
50/5
650
50/5
100+
S-3
SS
5
5
50/3
i 100+
-4
3
1
10
645
50/3
5SS
3
_2
AUGER REFUSAL @a 12.3'
100+
15
640
20
635
25
630
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/28/19
CAVE IN DEPTH 9.4
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/28/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 660
=
a
J
g
J
g
J
g
W
%
o
U)
U)
co
CE
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT,
S-1
SS
18
15
moist, stiff
(ML) SANDY SILT, contains ro
S-2
SS
1816
grayish tan, moist, hard to very
5
S-3 I SS 1 18 1 16
10
15
20
25
30
(PWR) PARTIALLY WEATHER
SAMPLED AS SANDY SILT, gr
AUGER REFUSAL @a 13.8'
ENGLISH UNITS
co
J
LOSS OF CIRCULATION !m
W
w
V
Z
J
OD
p
W
w
Q
w
�
O
w
co
660
grayish tan,
5
8
5
150/3
645
640
635
630
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FTZ
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
18.5
13
fl
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/27/1g CAVE IN DEPTH 9.0
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/27/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-21
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 653
a
a
g
a
g
a
g
O
v
LU >
Co
3:®
STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 2.00"
(ML RESIDUAL) SANDY SILT, contains rock
3
S-1
SS
18
16
fragments, grayish tan, moist, very stiff
7
23
3b
650
(PWR) PARTIALLY WEATHERED ROCK
S-2
SS
5
4
SAMPLED AS SANDY SILT, grayish tan
50/5
i 100+
5
50/3
S-3
SS
3
2
AUGER REFUSAL @a 6.3'
645
10
640
15
635
20
630
25
625
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 02/27/19
CAVE IN DEPTH 4.1
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/27/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
DESCRIPTION OF MATERIAL
Z
w
z
d
>
o
BOTTOM OF CASING
it
=
a
J
g
J
g
J
g
W
%
SURFACE ELEVATION 648
o
co
co
co
CE
ToDsoil Thickness r2.001
5
(ML RESIDUAL) SANDY SILT,
S-1 SS 18 18 moist, soft
S-2 I SS 1 18 1 18
(ML) SANDY SILT, contains ro
S-3 SS 18 18 grayish tan, moist, very stiff
S-4 SS 1 1 PWR PARTIALLY WEATHER
roc
ENGLISH UNITS
co
J
LOSS OF CIRCULATION !m
W V
w Z
J OD
p
W ¢
w
w
co
O
w
co
grayish tan,
2
2
1
645
1
1
2
SAMPLED AS SANDY SILT grayish tan
10END OF BORING @a 8.1'
635
15
630
20
625
25
620
30
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
25.5
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 5.5 WS❑ WDO BORING STARTED 02/28/19 CAVE IN DEPTH 6.1
WL(SHW) t WL(ACR) 5.9 BORING COMPLETED 02/28/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 651
=
a
J
g
J
g
J
g
W
%
Ov
o
U)
U)
co
CE
Topsoil Thickness 1.00"
(CH RESIDUAL) PLASTIC CL
S-1
SS
18
18[stiff
(PWR) PARTIALLY WEATHER
S-2 SS 17 17 SAMPLED AS SANDY SILT, gr
5
S-3I SS 1 11 1 10
10
15
20
25
30
AUGER REFUSAL @a 8.2'
ENGLISH UNITS
co
J
LOSS OF CIRCULATION was
W
w
V
Z
J
OD
p
W
w
¢
w
co
O
w
coAY,
grayish tan,
650
4
4
6
ED ROCK
ayish tan
32
45
50/5
645
36
50/5
50/2
640
635
630
625
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS❑ WDO BORING STARTED 02/28/19 CAVE IN DEPTH
WL(SHW) t WL(ACR) BORING COMPLETED 02/28/19 HAMMER TYPE Manual
WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1
1

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 670
=
a
J
g
J
g
J
g
W
%
o
�
�
co
CE
HilSAMPLED
(PWR) PARTIALLY WEATHER
AS SANDY SILT, gr
S-1
SS
11
AUGER REFUSAL @a 3.7'
5
10
15
20
25
30
ENGLISH UNITS
c
J V
W
LOSS OF CIRCULATION was w Z
J OD p
W ¢ co
w
w O
w m
ED ROCK 610
ayish tan 13
50/5
50/2
665
660
655
650
645
640
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
fl
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS❑ WDO BORING STARTED 03/01/19 CAVE IN DEPTH
WL(SHW) t WL(ACR) BORING COMPLETED 03/01 /19 HAMMER TYPE Manual
WL RIG SII71Co 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-25
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
C
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
Co
it
BOTTOM OF CASING LOSS OF CIRCULATION !m
w
J O
SURFACE ELEVATION 660
a
a
g
a
g
a
g
o
v
LU >
Co
�
® STANDARD PENETRATION
o
C
w
O
BLOWS/FT
U)
U)
Co
w
m
To soil Thickness 1.00"
(ML RESIDUAL) SANDY SILT, contains rock
5
S-1
SS
18
18
fragments, reddish tan to grayish tan, moist, stiff
4
9
to very stiff
5
5
S-2
SS
18
18
6
:16
5
655
10
6
S-3
SS
18
18
8
i 18 ♦26.9
10
6
S-4
SS
18
18
8
21
10
650
13
(ML) SANDY SILT, contains rock fragments,
grayish tan, moist, very hard
12
S-5
SS
18
18
28
15
645
41
69
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
—_
50/2
6
SS
2
1
AUGER REFUSAL @a 18.7'
20
640
25
635
30
630
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL 18.0 WS❑ WDO
BORING STARTED 02/26/19
CAVE IN DEPTH 14.4
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 02/26/19
HAMMER TYPE Manual
WL
RIG Slmco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
z
d
>
o
it
BOTTOM OF CASING
SURFACE ELEVATION 650
=
a
J
g
J
g
J
g
W
%
o
U)
U)
co
CE
Topsoil Thickness 1.50"
(ML RESIDUAL) SANDY SILT,
S-1
SS
18
18
moist, firm
(ML) SANDY SILT, grayish tan,
S-2 SS 18 12 to hard
5
S-3 I SS 1 18 1 18
10
15
20
25
30
(PWR) PARTIALLY WEATHER
ENGLISH UNITS
c
J
LOSS OF CIRCULATION !m
W V
w Z
J OD
p
W ¢
w
w
co
O
w
m
grayish tan,
2
3
4
moist, very stiff
3
6
645
12
20
17
30
ED ROCK I50/3
SAMPLED AS SANDY SILT grayish tan
AUGER REFUSAL @a 8.8' 640
635
630
625
620
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT'
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO BORING STARTED p2/26/1g CAVE IN DEPTH 6.1
WL(SHW) t WL(ACR) GNE BORING COMPLETED 02/26/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25
1

CLIENT
Job#:
BORING #
SHEET
0
Monroe Economic Development
08:13376
B-27
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Goldmine Road Site - GEO
0
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTZ
Goldmine Road Monroe Union C unty, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
c
Z
J LL
LIMIT% CONTENT% LIMIT%
n
�i�
a
o
it
BOTTOM OF CASING LOSS OF CIRCULATION was
w
J O
SURFACE ELEVATION 663
a
a
g
a
g
a
g
O
v
LU >
co
�
® STANDARD PENETRATION
o
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coBLOWS/FT
To soil Thickness 2.00"
(PWR) PARTIALLY WEATHERED ROCK
20
S-1
SS
11
g
SAMPLED AS SANDY SILT, grayish tan
50/5
100+
660
50/0
2
SS
0
0
AUGER REFUSAL @a 3.5'
5
655
10
650
15
645
20
640
25
635
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WDO
BORING STARTED 03/01/19
CAVE IN DEPTH 2.0
WL(SHW) t WL(ACR) GNE
BORING COMPLETED 03/01 /19
HAMMER TYPE Manual
WL
RIG Simco 2400 FOREMAN Cody Presley
DRILLING METHOD HSA 2.25

IIIIIIC nUdU JIIC - UCU
CATION
mine Road. Monroe. Union Countv. N
Z
DESCRIPTION OF MATERIAL
w
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it
BOTTOM OF CASING
SURFACE ELEVATION 660
=
a
J
g
J
g
J
g
W
%
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CE
Topsoil Thickness 3.00"
(ML RESIDUAL) SANDY SILT,
S-1
SS
18
18
moist, firm
(ML) SANDY SILT, contains ro
S-2 SS 18 18 hard
reddish tan to grayish tan, moist
5
roc
S-3 I SS 1 18 1 18
18 S-4 SS 18
10
15
20
25
30
ENGLISH UNITS
co
J
LOSS OF CIRCULATION !m
W V
w Z
J OD
p
W ¢
w
w
�
O
w
co
reddish tan,
660
3
3
4
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, grayish tan
645 1 50/4
AUGER REFUSAL @a 18.0' 1I50/0
640
635
630
SHEET 0
1 OF 1
0�
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% — — — REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X/-A
® STANDARD PENETRATION
BLOWS/FT
7-0 36.5-0
0
0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 10.0 WS❑ WDO BORING STARTED p2/2g/1g CAVE IN DEPTH
WL(SHW) t WL(ACR) BORING COMPLETED 02/28/19 HAMMER TYPE Manual
WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA 2.25

SOIL CLASSIFICATION LEGEND
SURFACE MATERIALS
ROCK TYPES
SYMBOL LEGEND
ST- SHELBY TUBE RC -ROCK CORE PM - PRESSURE METER NOTE: NUMBERS IMMEDIATELY TO THE LEFT OF THE BORIN6 PROFILE ARESPT-N VALUES.
V WATER LEVEL-DURINB DRILLING/SAMPLING
MI.-WE0.6RADEDGRAVEL ®GC-CLAYS-YEL ®CL-LOWPLASTICITY- E]SP- POORLY GRADED SAND ®OH -NIGH PLASTICITY ORGANIC SILTS AND CLAYS ®WR- WEATHERED ROCK •-FULL
TO150R-z®'�CONLRETE
I6NEOU5
Y WATER LEVEL- SEASONAL, HIGH WATER
6M-SILTY GRAVEL SW -WELL GRADED SAND ®MH-HIGH PLASTICITY SILT ---SAND ®OL-LOW ELASTICITY ORGANIC SILTS AND CLAY ®PW0.-PARTIALLY WEATHERED ROCK .-pO55IBLE FILL.
.ASPHALT ❑ yOID
❑METAMORPHIC
Y WATER LEVEL- AFTER CA5ING REMOVAL
1Y WATER LEVEL AFTER 24 NOU0.5
6P- POORLY GRADED GRAVEL ®ML-LOW PLASTICITY SILT SM-SILTY SAND ®CH- HIGH PLASTICITY CLAY PT -PEAT PROBABLE FILL
.-
SEDIMENTARY
PLASTIC WATER % PASSINGBRDDSIEVE LIQUID
UMIT% CONTENT% [BB%] LIMIT%
X • v
670
670
B-3
I
ML
B-2 10
I
B-1 59 B-11
660
ML WR
660
p
10 B-V B-1 0
11
CH 10 AUGER REFUSAL B-4 B-5 I I 19
ML
@ 6.3' I
33
10 + 1 46 ML 5 ML 10
AUGER REFUSAL 9 ML B-6
N,�
B-12 B-13
61
45 ML B-7
@ 6.1' 10 1 10 WR B-9 5 10
WR I I B-14
WR CL I CL29
100+
CH
650
WR 10 + I
10 CH 1
6so
0)
10
3.5'
4
AUGER REFUSAL
AUGER REFUSAL
rn
r0)
@ 6
CL @ 6 2' 4
25
58
ML 7
43
7
CL
ML @ 8.9'
CH
rt
ML
i0
10
10
WR 10
3 =
45
14
WR
�.
m
= WR 10
WR
27
ML 10
77
10
60
CL
�•
10
10
WR
ML 100+
10
Rd WR lop
WR 10
AUGER
REFUSAOO
WR
6ao
AUG
vvK
6a0
_>
W A
GER REFUSAL @ 13•8' WR @ 9.6'
@ 10.5' 10 + 10 10 +
cD
rt
AUGER REFUSAL
@ 18.4' AUGER REFUSAL 10 + AUGER REFUSAL AUGER REFUSAL @ 10.1'
@ 12.1AUGER REFUSAL@ 18.3' @ 13'
@ 12.6'
630
630
620 620
Subsurface Soil
�(
Profile
NOTES:
EC9Monroe
Goldmine Road Site - GEO
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
Economic Develo ment
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT(ASTM D1586).
GOldmine Road Monroe Union County, NC
ANNEENEW,"
PROJECT NO13376 T DATE: 3 12 2019 1 VERTICAL SCALE

SOIL CLASSIFICATION LEGEND
SURFACE MATERIALS
ROCK TYPES
SYMBOL LEGEND
ST- SHELBY TUBE RC -ROCK CORE PM - PRESSURE METER
NOTE: NUMBERS IMMEDIATELY TO THE LEFT OF THE BORIN6 PROFILE ARESPT-N VALUES.
V WATER LEVEL-DURINB DRILLING/SAMPLING
MI.-WE0.6RADEDGRAVEL ®GC-CLAYS-YEL
®CL-LOWPLASTICITY- E]SP- POORLY GRADED SAND ®OH -NIGH PLASTICITY ORGANIC SILTS AND CLAYS ®WR- WEATHERED ROCK •-FULL
TO150A CONCRETE
I6NEOU5
Y WATER LEVEL- SEASONAL, HIGH WATER
6M-SILTY GRAVEL SW -WELL GRADED SAND
®MH-HIGH PLASTICITY SILT ---SAND ®OL-LOW ELASTICITY ORGANIC SILTS AND CLAY ®PW0.-PARTIALLY WEATHERED ROCK .-pO55IBLE FILL.
.ASPHALT ❑ yOID
❑METAMORPHIC
Y WATER LEVEL- AFTER CA5ING REMOVAL
1Y WATER LEVEL AFTER 24 NOU0.5
6P- POORLY GRADED GRAVEL ®ML-LOW PLASTICITY SILT
SM-SILTY SAND ®CH- HIGH PLASTICITY CLAY PT -PEAT
.-PROBABLE FILL
SEDIMENTARY
PLASTIC WATER % PASSINGBRDDSIEVE
UMIT% CONTENT% [BB%]
LIQUID
LIMIT%
X •
v
B-24
I
670
670
10 WR
10 ON.
B_27
AUGER REFUSAL
@ 3.7'
B-20
B-25 B
B-18 I
128
I 10 WR
660
660
ML
100+
ML
B-19 13
9
AUGER REFUSAL?
B-15
53
ML
ML
@ 3.5'
I
40
B-21 16
16
B-17 44
65 ML
10
61
I B-23 18
28
B-16
78
10
I
B-26
m
10 WR I
WR 10
30 ML
21
I 3
LL 650
_
-_
650 C
CH
AUGER REFUSAL 0WR WR
10
I 10 CH
rt
10 11
WR
7
ML
13
@ 8.6' 10
10
10
3
O
10 22
10
10 3
ML
WR 69
18
10
j A
GER REFUSAL WR
AUGER REF AUGER
REFUSAL
3
10
WR
�.
>
@ 8.9' 10
100+
10
101 @ 13.8'
@ 6.3'
10 +
47
Lu
AUGER REFUSAL
WR AUGER REFUSAL
=
20
AUGER REFUSAL 10
WR
+ 10
WR 100+
cD
r+
640
12 3'
ALIG ER
REFUSAL
6ao
10 + WR AUGER REPAUGER REFUSAL
@ 18,
10
END OF BORING @ 18.7' @ 8.8'
AUGER REFUSAL
@ 8.1
@ 14'
630
630
Subsurface Soil
�(
Profile
NOTES:
EC9
Goldmine Road Site - GEO
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
Monroe Economic Development
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT(ASTM D1586).
GOldmine Road Monroe Union Count
NC
�T"
PROJECT NO13376 DATE:3 12 2019 VERTICAL SCALE "=10'

Laboratory Testing Summary
Plasticity Index Chart

Laboratory Testing Summary
Page 1 of 2
Sample
Source
Sample
Number
Start
Depth
(feet)
End
Depth
(feet)
Sample
Distance
(feet)
MC1
(oho)
Soil
Type2
Atterberg Limits3
Percent
Passing
No.200
Sieve4
Moisture - Density (Corr.)5
CBR
Value6
Other
LL
PL
PI
Maximum
Density
(pcf)
Optimum
Moisture
N
B-3
S-1
1.0
2.5
1.50
14.8
63
B-6
S-1
1.0
2.5
1.50
22.8
C L
30
22
8
81
B-12
S-1
1.0
2.5
1.50
25.9
CH
53
25
28
92
B-16
S-1
1.0
2.5
1.50
29.5
CH
59
26
33
95
B-20
S-1
1.0
2.5
1.50
18.5
73
B-22
S-2
3.5
5.0
1.50
25.5
M L
35
31
4
90
B-25
S-3
6.0
7.5
1.50
26.9
80
B-28
S-1
1.0
2.5
1.50
35.5
92
Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method
Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)
Project No. 08:13376
Project Name: Goldmine Road Site - GEO
PM: Kelly N. de Montbrun
PE: Lee J. McGuinness
Printed On: Tuesday, March 12, 2019
ECS SOUTHEAST, LLP
1812 Center Park Drive, Suite D
Charlotte, NC 28217
Phone: [phone]
0 Fax: [phone]

Tested By: C R

0
Geolechnical Engineering Report
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you - should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
reportwhose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Betaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearlywritten letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
timeto perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental In-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the services performed in connection with
the geotechnical engineer's study were designed or conducted
top the purpose of mold prevention. Proper implementation of
the recommendations conveyed in this report will not of itself
he sufficient to prevent mold from growing in op on the struc-
ture involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASFE
The Best People on Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission ofASFE, and only for purposes
of scholarly research or book review Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm,
individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IGER06045.0M