26019_Mid Town Used Cars_Geotechnical Rpt_20211209

ECS Southeast,, LLP
Report of Additional Subsurface Exploration
West Carson Boulevard & South Tryon Street
Charlotte, Mecklenburg County, North Carolina
ECS Project No. 08:13948-B
December 9, 2021
CS

C
ECS SOUTHEAST, LLP
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
December 9, 2021
Mr. Blake Bickmore
Crescent Acquisitions, LLC
227 West Trade Street, Suite 1000
Charlotte, North Carolina 28202
ECS Project No. 08:13948-8
Reference: Report of Additional Subsurface Exploration
West Carson Boulevard & South Tryon Street
Charlotte, Mecklenburg County, North Carolina
Dear Mr. Bickmore:
ECS Southeast, LLP (ECS) has completed the additional subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above -referenced project. Our services were performed in
general accordance with our agreed to scope of work. This report presents our understanding of the
geotechnical aspects of the project along with the results of the field exploration and laboratory testing
conducted, and our design and construction recommendations.
It has been our pleasure to be of service to Crescent Acquisitions, LLC 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 to confirm
subsurface conditions assumed 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,
ECS Southeast, LLP
I V L
Kyle M. Horsham, EL
Geotechnical Stoff Project Manager
khorsham @ecslimited.com
Marc F. Plotkin, P.E., D.GE.
Principal Engineer
[e-mail]
*MichaeR. Bailey, P.E.
Senior Project Manager
[e-mail]
NC Registration No. 041906
1812 Center Park Drive, Suite D. Charlotte, NC 28217 • T 704-525-5152 • www.ecslimited.com
ECS Capilol Services. PLLC • ECS Florida, LLC - ECS Mid -Atlantic, LLC • ECS Midwest. LLC • ECS Southeast, LLP • ECS Southwest. LLP

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page i
TABLE OF CONTENTS
EXECUTIVE SUMMARY.......................................................................................................................1
1.0 INTRODUCTION............................................................................................................................2
2.0 PROJECT INFORMATION...............................................................................................................3
2.1 Project Location/Current Site Use/Past Site Use................................................................................
3
2.2 Proposed Construction.......................................................................................................................3
3.0 FIELD EXPLORATION AND LABORATORY TESTING..........................................................................4
3.1 Subsurface Characterization...............................................................................................................4
3.2 Groundwater Observations.................................................................................................................5
3.3 Laboratory Testing..............................................................................................................................
6
3.3.1 Soil and Rock Classification.....................................................................................................6
3.3.2 Rock Compressive Strength Testing........................................................................................7
4.0 DESIGN RECOMMENDATIONS.......................................................................................................7
4.1 Structure Foundations........................................................................................................................7
4.1.1 Drilled Pier (Caisson) Design Considerations..........................................................................7
4.1.2 Rock Anchor Design Considerations.....................................................................................10
4.2 Ancillary Structures...........................................................................................................................11
4.3 Slabs On Grade..................................................................................................................................11
4.4 Seismic Design Considerations..........................................................................................................12
4.5 Site Retaining Walls...........................................................................................................................13
4.5.1. Lateral Earth Pressures........................................................................................................13
4.5.2 Mechanically Stabilized Earth (MSE) Wall Design.................................................................14
4.6 Below Grade Walls............................................................................................................................15
4.7 Temporary Support of Excavation....................................................................................................16
5.0 SITE CONSTRUCTION RECOMMENDATIONS.................................................................................18
5.1 Subgrade Preparation.......................................................................................................................18
5.1.1 Stripping and Grubbing.........................................................................................................18
5.1.2 Proofrolling...........................................................................................................................18
5.1.3 Dewatering............................................................................................................................18
5.2 Earthwork Operations.......................................................................................................................18
5.2.1 Expansive and Moisture Sensitive Soils................................................................................18
5.2.2 Existing Man -Placed Fill........................................................................................................19
5.2.3 Partially Weathered Rock and Rock......................................................................................19
5.2.4 Lower-Consistency/Loose Subgrade Soils.............................................................................21
5.2.5 Structural Fill.........................................................................................................................21
5.3 Foundation and Slab Observations...................................................................................................22
5.4 General Construction Considerations...............................................................................................23
5.5 Utility Installations............................................................................................................................23
6.0 CLOSING.....................................................................................................................................24

West Carson Boulevard & South Tryon Street
ECS Project No. 08:13948-B
APPENDICES
Appendix A — Drawings & Reports
• Site Location Diagram (Figure 1)
• Boring Location Diagram (Figures 2)
• Approximate Drilled Shaft Tip Elevation Diagram (Figure 3)
• Generalized Subsurface Soil Profiles (A -A' through D-D')
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
• Boring Logs
o B-101 through B-105 — November 2019
o B-201 through B-205 — November 2021
• Rock Core Photograph Logs
Appendix C — Laboratory Testing
• Laboratory Testing Summary
• Atterberg Limits Results
• Rock Core Compressive Strength Summary
Appendix D — Supplemental Documents
• Provided Subsurface Information
December 9, 2021
Page ii

West Carson Boulevard & South Tryon Street
ECS Project No. 08:13948-B
EXECUTIVE SUMMARY
December 9, 2021
Page 1
This report contains the results of our additional subsurface exploration and geotechnical engineering
recommendations for the West Carson Boulevard & South Tryon Street site located in Charlotte,
Mecklenburg County, North Carolina. The proposed development will include separate 21-story office and
11-story hotel structures, both above a 12-story concrete parking podium, including a one-story basement
service level, along with a 7-story multi -family structure adjacent to the parking structure. The results of
our exploration and geotechnical recommendations are summarized as below:
• Existing Fill soils were encountered at majority of the borings and extended to depths ranging from
approximately 3 to 5.5 feet below existing site grades. Records of the fill placement were not provided
to us; therefore, the fill is considered undocumented. Since deep foundations are recommended,
undocumented fill can remain beneath foundations; however, there is risk associated with supporting
building slabs and pavement areas on existing fill. The risk for bearing slabs/pavements is a decision
that only the owner can make. Based on the proposed basement level, it is anticipated that the fill
will be removed during mass grading. Additional discussion and remediation recommendations are
further discussed in section 5.2.2.
• Potentially expansive and moisture sensitive Elastic SILT (MH) and Fat CLAY (CH) soils were
encountered at majority of the borings and extended to depths ranging from approximately 3 to 17
feet below the existing ground surface. Potentially expansive MH soils with a Plasticity Index (PI)
greater than 30 and CH soils should not be used for direct support of project slabs -on -grade, or
pavements. A minimum separation of 2 feet should be provided between MH soils (PI>30) and CH
soils and slab and pavement subgrade elevations. This can be achieved through selective undercutting
and/or filling to provide the recommended separation.
• Partially Weathered Rock (PWR) was encountered at each of the boring locations beginning at depths
ranging from approximately 12 to 52 feet below the existing ground surface. Auger refusal materials
(i.e. possible rock) were encountered at all of the boring locations at depths ranging from
approximately 17 to 90 feet below existing ground surface. Based on the results of the soil test
borings, and our project understanding, difficult excavation should be anticipated.
• Lower-consistency/loose subgrade soils, with a N-value of 6 bpf or less, were encountered at majority
the boring locations and extended to depths ranging from approximately 5.5 to 27 feet below existing
site grades. In their present condition, these soils are generally considered marginally suitable for
direct support of new Structural Fill, foundations, slabs, and pavements. Depending on final site
grades and construction phase evaluations (i.e. proofrolling and Dynamic Cone Penetrometer testing),
lower consistency/loose soils may require selective undercutting, moisture conditioning, and/or
compaction prior to fill placement or construction of pavements and structures.
• A seismic site class "C" may be used for the site based on the Average N-Value method.
• Based on our exploration and provided loading, we anticipate the foundation system for the proposed
mixed -use development will consist of a deep foundation system consisting of Drilled Shafts (i.e.
Caissons). Auger -Cast -In -Place Piles (ACIP), driven steel H-Piles, and Continuous Flight Auger (CFA)
Piles foundation systems were considered but do not appear to be economically feasible based on the
subsurface conditions encountered
The above information summarizes the main findings of the exploration, particularly those that may have
a cost impact on the planned development. Further, our principal foundation recommendations are
summarized. Information obtained from the Executive Summary should not be utilized in lieu of reading
the entire geotechnical report.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 2
1.0 INTRODUCTION
The purpose of this study was to provide geotechnical information for the proposed new development
located at the northeast corner of West Carson Boulevard and South Tryon Street in Charlotte,
Mecklenburg County, North Carolina. The proposed development will include separate 21-story office and
11-story hotel structures, both above a 12-story concrete parking podium, including a one-story basement
service level, along with a 7-story multi -family structure adjacent to the parking structure. The
recommendations developed for this report are based on project information supplied by Crescent
Acquisitions, LLC. Our services were provided in accordance with our Proposal No. 08:26856P, dated
October 13, 2021, as authorized by the Client, and includes the Terms and Conditions of Service outlined
within the agreement.
ECS previously performed a preliminary subsurface exploration for the project site as reported in our
"Preliminary Geotechnical Engineering Report" (ECS Report No. 08:13948) dated December 13, 2019. The
recommendations presented herein supersede previous reports. ECS has also utilized subsurface boring
information performed by others and have included applicable information from that exploration in our
analysis.
This report contains the procedures and results of our subsurface exploration and laboratory testing
programs, review of existing site conditions, engineering analyses, and recommendations for the design
and construction of the project. The report includes the following items.
• Information on current 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 performed.
• Geotechnical recommendations regarding site suitability for the proposed development.
• Recommendations regarding foundation options and settlement potential. The analysis and
recommendations will be based on the results of the subsurface exploration and the structural
loading information provided.
• Recommendations regarding slab -on -grade construction.
• Seismic site classification per North Carolina Building Code based on the average N-value method
• Lateral earth pressure coefficients for below grade walls and site retaining walls.
• Evaluation of the on -site soil characteristics encountered in the soil borings. A discussion of
groundwater and rock, 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, slab -on -grade construction.
• Recommendations regarding site preparation and construction observations and testing

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 3
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE
The project site is located northeast of the intersection of West Carson Boulevard and South Tryon Street
in Charlotte, Mecklenburg County, North Carolina, as shown in the figure below, and included on the Site
Location Diagram in Appendix A. According to Mecklenburg County GIS, the approximately 2.77-acre site
is identified as Parcel Identification Numbers (PINS) 07305302, 07305303, 07305304, and 07305305,
The site is currently developed with a twelve hundred square foot, 2-story building is located on the
southeastern portion at the intersection of West Carson Boulevard and South Tryon Street. The rest of
site comprises of gravel and asphalt parking areas and numerous retaining walls. Based on our review of
available historical aerial imagery and online Mecklenburg County Property Records, the property has
been developed since 1956 and has generally remained similar to its present condition since at least 1956.
Based on provided topographic information, existing site grade elevations range from approximately 751
feet in the eastern portion of the site to approximately 735 feet within the western portion of the site.
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.
2.2 PROPOSED CONSTRUCTION
The following information explains our understanding of the planned development including proposed
buildings and related infrastructure.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 4
DESIGN ASSUMPTIONS — OFFICE
SUBJECT
DESIGN INFORMATION / ASSUMPTIONS
Usage
Office/Parking
# of Stories
21 Stories of office over 12 stories of parking
Finished Floor Elevation (FFE)
730 (basement/service)
Framing
Concrete, post -tensioned elevated slabs
Column Loads
7,000 kips (maximum)
DESIGN ASSUMPTIONS — HOTEL
SUBJECT
DESIGN INFORMATION / ASSUMPTIONS
Usage
Hotel/Parking
# of Stories
11 stories of hotel over 12 stories of parking
Finished Floor Elevation (FFE)
730 (basement/service)
Framing
Concrete, post -tensioned elevated slabs
Column Loads
4,000 kips (maximum)
DESIGN ASSUMPTIONS — PARKING PODIUM
SUBJECT
DESIGN INFORMATION / ASSUMPTIONS
Usage
Parking
# of Stories
12 Stories (including the 1 story basement level)
Finished Floor Elevation (FFE)
730 (basement/service)
Framing
Pre -Cast Concrete
Column Loads
3,700 kips (maximum)
We understand the existing structures will be razed, and the site will be re -developed with separate 21-
story 564,885 square foot office and 11-story 26,476 square foot hotel structures, both above a 12-story
concrete parking podium, including a one-story basement service level, along with a 7-story multi -family
structure parking comprising of 122 units adjacent to the parking structure, and 9,661 square feet of retail
space. No other information was provided at the time of this report.
3.0 FIELD EXPLORATION AND LABORATORY TESTING
Our exploration procedures are explained in greater detail in Appendix B including the insert titled
Subsurface Exploration Procedures. Our current scope of work included drilling five (5) soil borings to
auger refusal, performing five (5) rock cores, and installing four (4) temporary piezometers. The borings
were located using GPS technology and their approximate locations are shown on the Boring Location
Diagram in Appendix A. The topographic data and elevations referenced in this report and on the included
exploration records were estimated from available topographic information and should be considered
approximate. The users of the reported elevations do so at their own risk.
3.1 SUBSURFACE CHARACTERIZATION
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. 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.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 5
It appears the natural geology within portions of the site has been modified in the past including the
placement of man -placed fill. The quality of disturbed/man-made fill can vary significantly, and it is often
difficult to assess the engineering properties of existing fills. Furthermore, there is no specific correlation
between N-values from standard penetration tests performed in soil test borings and the degree of
compaction of existing fill soils; however, a qualitative assessment of existing fill can sometimes be made
based on the N-values obtained and observations of the materials sampled in the test borings.
The following sections provide generalized characterizations of the soil and rock strata. Please refer to the
subsurface profiles in Appendix A and boring logs in Appendix B.
GENERALIZED SUBSURFACE CONDITIONS
Approximate
Stratum
Description
Ranges of
Depth (ft)
SPTM N-values (bpf)
0 to 1
N/A
Varying amounts of asphalt and gravel were noted at the
N/A
ground surface.(')
FILLM — Clayey SAND (SC) Lean CLAY (CL), and Fat CLAY
1to5.5
I
(CH), Sandy SILT (ML), and Elastic SILT (MH)
6to18
RESIDUAL — Silty SAND (SM), Clayey SAND (SC), Sandy SILT
1 to 42
II
(ML), Elastic SILT (MH), Lean CLAY (CL), and Fat CLAY (CH)
4 to 63
PARTIALLY WEATHERED ROCK (PWR) Sampled as Sandy
100+
12 to 52
III
SILT (ML) and Silty SAND (SM)(4)(5)(6)
(50/5" to 50/0")
14 to 90
IV
ROCK —GRANITIC ROCK, GRANODIORITE, GABRO (7)(8)(9)
_
(1) Standard Penetration Test in blows per toot (bpt).
(2) Please note surficial materials are reported by the driller and therefore, should not be used for quantity takeoffs.
(3) Existing fill soils were encountered at Borings B-102, B-104, B-105, B-201, and B-202 and extended to a depth ranging from
approximately 3 to 5.5 feet below existing site grades
(4) PWR is defined as residual material exhibiting SPT N-values greater than 100 bpf.
(5) PWR was encountered at each boring locations beginning at depths ranging from approximately 12 to 52 feet below existing site
grades.
(6) Auger refusal (i.e. possible rock) was encountered at the majority of the boring locations at depths ranging from approximately
14 to 90 feet below existing site grades.
(7) Rock Coring was performed at Borings B-102, and B-201 through B-205.
(8) Rock core recovery values ranged between 32 and 100 percent.
(9) Rock Quality Designation (RQD) ranged between 0 and 76 percent.
3.2 GROUNDWATER OBSERVATIONS
Groundwater measurements were attempted at the termination of drilling and prior to demobilization
from the site. Groundwater was encountered at the time of drilling at depths of 22 to 28 feet in Borings
B-101 and B-103, respectively. Groundwater was not encountered within the remaining boreholes at the
time of drilling and to the depths explored.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 6
Upon the completion of drilling, ECS installed temporary piezometers within four (4) of the additional
borings to record stabilized groundwater levels 3 days and a week after drilling completion. Average water
levels are summarized in the table below.
STABILZIED GROUNDWATER LEVELS
Average Approximate
Average Approximate
Surface Elevation
Proposed FFE
Stabilized Water Level
Stabilized Water Level
Boring Location
(feet)
(feet)
Below Existing Grade
Elevation (feet)
(feet)
B-201
740
730
15.3
724.7
B-202
750
730
24.9
725.1
B-203
744
730
15.5
728.5
B-204
744
730
24.6
719.4
Variations in the long-term water table may occur as a result of changes in precipitation, water
levels/flooding of adjacent creek features, evaporation, surface water runoff, construction activities, and
other factors.
Cave-in depths were attempted to be measured at each of the boring locations with cave-in depths
ranging from approximately 16 to 27 feet below the existing ground surface. Cave-in of a soil test boring
can be caused by groundwater hydrostatic pressure, weak soil layers, and/or drilling activities. Variations
in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water
runoff, construction activities, and other factors.
3.3 LABORATORY TESTING
3.3.1 Soil and Rock Classification
The laboratory testing consisted of selected tests performed on samples obtained during our field
exploration operations. Classification, moisture content, percent fines, Atterberg limits, and unconfined
compressive strength tests on select samples were performed.
Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488
Standard Practice for Description and Identification of Soils (Visual -Manual Procedures) and including
USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering
Purposes (Unified Soil Classification System, USCS). After classification, the samples were grouped in the
major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in
parentheses along with the soil descriptions. The stratification lines between strata on the logs are
approximate; in situ, the transitions may be gradual.
Rock core samples were classified on the basis of color, recovery (REC), rock quality (RQD), core
weathering, core strength, and fracture spacing. The various rock types were grouped into major zones
noted on the boring logs in Appendix B. The stratification lines designating the interfaces between soil,
PWR, and rock on the boring logs and profiles are approximate. In situ, the transition between strata may
be gradual in both the vertical and horizontal directions.
The recovery (REC) is the ratio of the sample length obtained from the core barrel to the depth cored and
is expressed as a percent. The percent recovery is related to rock soundness and continuity. The rock
quality designation (RQD) is also a means of assessing the rock soundness and continuity. The RQD,
expressed as a percent, is obtained by summing the total length of core recovered, but counting only

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 7
those pieces of core which are 4 inches in length or longer, and dividing this sum by the length of the core
run. A description of the rock as a function of RQD is given below.
Rock Description: Excellent Good Fair Poor Very Poor
RQD: 100-90 90-75 75-50 50-25 25-0
3.3.2 Rock Compressive Strength Testing
Unconfined compression tests were performed on three (3) rock samples obtained from the rock cores
performed in Borings B-102, B-202, and B-205. The test results are presented in the table below:
SUMMARY OF UNCONFINED COMPRESSION TESTS ON ROCK
Sample
Unconfined
Boring
Sample
REC
RQD
Sample No.
Elevation
Compressive
Number
Depth (feet)
N
(o )
(feet)
Strength (psi)
RS-1
B-102
52.1— 52.5
697.9-697.5
9,850
100
76
RS-2
B-202
67.6 — 67.0
682.4-682.0
15,490
92
72
RS-3
B-205
62.4 — 62.8
687.6-687.2
19,130
70
65
4.0 DESIGN RECOMMENDATIONS
4.1 STRUCTURE FOUNDATIONS
Based on our subsurface exploration and provided structural loads, we anticipate that the foundation
system for the proposed structures will consist of a deep foundation system consisting of Drilled Shafts
(Caissons). Auger -Cast -In -Place Piles (ACIP), driven steel H-Piles, and Continuous Flight Auger (CFA) Piles
foundation systems were considered but do not appear economically feasible based on the subsurface
conditions encountered. The information provided in this report is intended to assist the design team with
preliminary foundation options and cost estimates.
The deep foundation system discussed herein is viable to support the structural or geotechnical demands
of the proposed structures, based on the design information provided. The appropriate system is the
option that provides the more economical foundation system while accommodating the structural design.
Noise ordinances, vibration limits, and environmental impacts should be considered for the installation of
a deep foundation system. The design team should use this report to prepare preliminary foundation
plans for cost estimating purposes.
4.1.1 Drilled Pier (Caisson) Design Considerations
Top of bedrock was indicated by auger drill refusal at variable depths. Figure 3 shows the approximate tip
elevations intended to assist with construction cost estimates and are not intended as final drilled shaft
tip elevations. For drilled piers installed with heavy drilling equipment, we recommend a net allowable
end bearing resistance of 200 ksf for design purposes and drilled pier sizing. For this allowable bearing
pressure, it is critical that drilled piers are excavated to the refusal criteria outlined in this report, and that
the absence of mud filled seams or other unacceptable discontinuities is confirmed by engineering
inspection at the base of each pier during construction, or by obtaining rock cores beneath each shaft
prior to construction.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 8
12000.0
10000.0
3-
2- 8000.0
M
U
C
6000.0
a�
m
w 4000.0
a�
Y
2000.0
0
0.0
Drilled Shaft Capacities
Drilled Pier Diameter (feet)
In some instances, rock excavation may be required to achieve the recommended net allowable bearing
resistance. Rock excavation must be accounted for in the construction budget as well as in the bid
documents. The amount of rock excavation required will depend on the quality and natural variations of
the rock and may vary from less than a foot to several pier diameters in depth. For construction budgeting
an average rock excavation volume of % the pier diameter beyond rock auger refusal level times the area
of the shaft should be applied to all piers to generate a rock excavation contingency budget for the project.
The stated volume times an agreed unit rate per cubic foot of rock excavated will be used to establish the
rock excavation budget for drilled pier construction.
Based on the top of rock elevation encountered during the subsurface exploration, we anticipate drilled
piers in some regions outlined in Figure 3 to extend through less than 5 feet of residual soil and/or PWR
prior to encountering hard rock. In these regions, some rock excavation should be planned at each drilled
shaft to achieve a minimum shaft length equal to the shaft diameter. Grade beams connecting drilled
piers in this area are anticipated to bear on residual soil or PWR.
Drilled Pier Construction Considerations
Drilled piers constructed at this site will require advancement through stiff residual soils, partially
weathered rock, and weathered rock. Drilled piers extending through residual soils will require steel
casing to prevent intrusion of soil and groundwater into he drilled hole. The casing should be sealed into
the top of bedrock and should be extended to the bearing level as the drilled pier excavation is advanced.
Casing should be equipped with carbide teeth and should be spun into the formation to achieve
competent seals.
Since drilled piers are expected to advance through weathered zones of rock, it will be necessary to
provide adequate construction equipment so that adequate penetration can be achieved b drilling
techniques. Rock augers will be required to advance the drilled piers once earth refusal is obtained. Rock
auger means helical augers with "cheater bits" and carbide toothed cutting edges. The drilling machine
used should have an overall minimum weight of 85,000 pounds and should be equipped with a kelly bar
of bars that apply a minimum of 7,000 pounds of dead weight to the auger. In addition, the kelly bar

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 9
should be equipped with a hydraulic crowd system capable of raising the machine's rear leveling hacks
completely clear of the ground to apply the maximum dead weight of the drill machine itself in order to
ensure maximum penetration. The machine should be capable of applying at least 50,000 pounds
downward total force and a minimum 95,000-foot pounds of torque capacity to the auger while drilling
the shaft. Rock auger refusal shall be defined as a penetration rate of less than 6 inches for 15 minutes of
drilling with the above defined drilling rig, exerting maximum effort.
If the surface of the bedrock is sloping at the drilled pier base, it should be cut flat or stepped down across
the bottom of the bearing surface. The slope of the bedrock should be no steeper than 10 percent and
the steps should not exceed 9 inches in height.
Concrete should be placed in the drilled piers as soon as possible after the excavation is completed and
approved. Concrete should be placed directly down the center of the drilled hole and not allowed to
bounce off the casing walls or reinforcing cage, because segregation of the concrete will occur, and a
substandard drilled pier may result. Proper direction of concrete will require the use of directional
hoppers or starter chutes. A positive head concrete of at least five feet or more should be maintained at
all times during the extraction of the casing. This will prevent the soil from entering into the concrete as
well as prevent necking of the drilled pier during casing removal. The upper ten feet of the concrete
should be vibrated and consolidated. The slump for the concrete placed within the drilled pier should be
between six and nine inches. Adequate steel reinforcement should be provided as necessary.
Drilled Pier Construction
The drilled piers should be inspected and observed from the ground surface. Drilled piers bearing capacity
should be confirmed by downhole inspection of the bearing surface by ECS personnel under the
supervision of the Geotechnical Engineer. Alternatively, rock core can be obtained at each drilled shaft
location prior to construction in order to eliminate the need of downhole inspection. ECS recommends
performing auger probes with up to 10 feet of rock coring at each drilled shaft location.
No more than two inches of standing water should be permitted in the base of the drilled pier prior to
pumping concrete. Based on the anticipated groundwater elevation, it is anticipated that dewatering will
be required prior to the placement of concrete.
Observations should include shaft diameter, eccentricity, plumbness, bearing material, and concrete
procedures. A minimum shaft diameter of 36 inches should be used to allow for cleaning, rock removal
and inspections. Drilled shaft construction will require downhole cleaning and inspection. Therefore,
confined entry training for all workers and inspectors is required prior to the commencement of work.
The air quality in the shafts should be confirmed prior the entry of personnel and should be monitored
during inspection. Prior to observing the bearing materials, the bearing surface should be properly
prepared, including hand cleaning and leveling or stepping as required.
A nominal 2-inch diameter test hole should be drilled in the bottom of each drilled pier to confirm the
character and continuity of the bearing material. The test hole should extend to a depth corresponding
to a minimum of twice the diameter of the shaft, up to a maximum depth of ten feet. This probe hole
should be observed by a qualified Geotechnical Engineer to determine the continuity and bear capacity
of the material. As an alternate to down hole drilled shaft inspection, it is possible to complete a
geotechnical boring with a rock core at each shaft location. The information obtained in the rock cored
can be used to select drilled shaft tip elevations prior to the start of construction.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 10
Temporary Liner
The drilled pier installation requires the placement of temporary liners to allow clearing of the bearing
surface, rock removal and inspections. The temporary liners should be properly sealed into hard
weathered rock above the bedrock. The water inflow even with the properly installed temporary liners
will require dewatering procedures for cleaning and inspection.
Rock and/or Obstruction Removal
It is anticipated that rock removal will be required to remove lenses of hard rock or highly fractured rock
not capable of being removed by drilling equipment. Use of manual equipment (i.e. personnel with hand
held jack hammers) may be required for removal of hard rock from the bottom of the drilled piers. Rock
removal should be removed using coring techniques or blasting. If blasting is utilized the pounds per delay
should be controlled to prevent excessive disturbance of the bearing materials and to prevent damage to
nearby underground utilities or recently concrete filled piers. Blasting next to adjacent shafts within 25
feet should not be allowed prior to a minimum curing time of twelve hours. To reduce the potential for
damage to nearby underground utilities, we recommend the peak particle velocities resulting from
blasting be limited to a maximum of one inch per second (maximum in any plane) unless the owner
requires a more stringent criteria.
4.1.2 Rock Anchor Design Considerations
Due to the presence of shallow rock in some locations, drilled shafts may not resist uplift loads by
themselves. Alternatively, rock anchors could be designed to resist uplift forces in addition to Drilled
Shafts. We recommend rock anchors consist of a single reinforcing bar centered in a pre -drilled grout filled
hole. The allowable capacity of a rock anchor is a function of both the structural capacity of the reinforcing
bar and the achievable bond capacity between the grout and rock.
We recommend the following for rock anchor design:
• The center reinforcing bar should consist of Grade 150 ksi high strength all thread bar.
• Working stress on the anchor should be limited to 60 percent of the ultimate tensile strength of
the reinforcing bar.
• Class I Corrosion protection consisting of either corrugated encapsulation or galvanized/epoxy
coated bar.
• For rock anchors drilled in the Granodiorite bedrock encountered in the borings, an ultimate
grout/rock bond stress of 200 psi is recommended.
• A minimum factor of safety of 2 should be applied to the bond stress.
• Since individual rock anchor contractors have preferred installation methods, we recommend the
construction documents allow the rock anchor contractor to select the installed grout body
diameter.
• Project documents should include a pre -production performance test to 1.2 times the anchor
design load to confirm anchor drilling and grouting methods achieve the design bond capacity.
The rock anchor capacity chart below provides allowable Geotechnical and Structural Capacities of the
rock anchors for various grout body diameters.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 11
4.2 ANCILLARY STRUCTURES
We anticipate the development may include lightly loaded ancillary structures. For lightly loaded
structures with a maximum load of 150 kips, an allowable bearing pressure of up to 2,500 psf is
recommended for foundations bearing on newly placed Structural Fill or undisturbed residual soil. For this
project minimum wall and column footing dimensions of 18 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, "punching", type, shear failure. Exterior foundations
should be embedded deep enough below exterior grades to reduce potential movements from frost
action or excessive drying shrinkage. For this region and for bearing considerations, we recommend
footings bear at least 18 inches below finished grade.
Potential Undercuts: The soils at the foundation bearing elevation are anticipated to be suitable for
support of the proposed structure after the existing fill is remediated. If soft or unsuitable soils are
observed at the footing bearing elevations at the time of footing construction, the unsuitable soils should
be undercut and replaced. Undercut areas should be backfilled with lean concrete (Fc > 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.
4.3 SLABS ON GRADE
Provided subgrades and structural fills are prepared as discussed herein (including remediation of existing
undocumented fill soils), the proposed floor slabs can be constructed as Ground Supported Slabs (or Slabs

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 12
On -Grade). We assume the slabs will bear on low plasticity residual soils or newly placed Structural Fill.
The following graphic depicts our soil -supported slab recommendations:
Vapor Barrie r
Concrete Slab
00
0 o o iD0o C oC o 0 0 o 0 0 0 0 0 0 000 ranulaf Capillary Break/Drainage Later
y
Compacted Subgrade
1. Drainage Layer Thickness: 4 inches, minimum
2. Drainage Layer Material: GRAVEL (GP, GW), SAND (SP, SW)
3. Subgrade below slabs compacted to 100% maximum dry density per ASTM D698
Undocumented fill, and moisture sensitive (MH/CH) soils may be encountered at the site. there is risk
associated with supporting building slabs on existing fill. The risk associated with the undocumented fill
can be reduced by full depth removal and replacement of the existing fill with Structural Fill. Alternatively,
partial undercuts in select slabs areas, and/or undercutting and re -working (i.e. compacting in controlled
lifts) may be considered. A minimum separation of 2 feet should be provided between MH soils (PI>30)
and CH soils and slab and subgrade elevations. This can be achieved through selective undercutting and/or
filling to provide the recommended separation.
Subgrade Modulus: Provided the Structural Fill and Granular Drainage Layer are constructed in
accordance with our recommendations, the slab may be designed assuming a modulus of subgrade
reaction, ki of 90 pci (lbs per cubic inch). The modulus of subgrade reaction value is based on a 1 foot by
1 foot plate load test basis.
Vapor Barrier: Before the placement of concrete, a vapor barrier may be placed on top of the granular
drainage layer to provide additional protection against moisture penetration through the floor slab. When
a vapor barrier is used, special attention should be given to surface curing of the slab to reduce the
potential for uneven drying, curling and/or cracking of the slab. Depending on proposed flooring material
types, the Structural Engineer and/or the Architect may choose to eliminate the vapor barrier.
Slab Isolation: Soil -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 such as in a turn down footing/monolithic slab configuration, the slab should be
designed with suitable reinforcement and load transfer devices to preclude overstressing of the slab.
4.4 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. The SPT N-value method was used in classifying this
site. The seismic site class definitions for the weighted average of SPT N-values in the upper 100 feet of
the soil profile are shown in the following table:

West Carson Boulevard & South Tryon Street
ECS Project No. 08:13948-B
SEISMIC SITE CLASS
Site
Class
Soil Profile Name
N value (bpf)
A
Hard Rock
N/A
B
Rock
N/A
C
Very dense soil and soft rock
>50
D
Stiff Soil Profile
15 to 50
E
Soft Soil Profile
<15
December 9, 2021
Page 13
Based upon our interpretation of the subsurface conditions, the appropriate Seismic Site Class is "C" as
shown in the preceding table.
4.5 SITE RETAINING WALLS
4.5.1. Lateral Earth Pressures
Cast -in -place site retaining walls should be designed to withstand the lateral earth pressures exerted by
the backfill. For rigid walls, the "At Rest" (ko) soil condition should be used in the wall design and
evaluation. For walls that are free to deflect at their tops, the "Active" (ka) soil condition should be used
in the wall design and evaluation. In the design of these retaining wall structures, the following soil
parameters can be utilized. These parameters assume that Granular Soils meeting the requirements
recommended herein for Retaining Wall Backfill will comprise the backfill in the Critical Zone. The critical
zone is defined as the area between the back of the retaining wall structure and an imaginary line
projected upward and rearward from the bottom back edge of the wall footing at a 45-degree angle.
The lateral earth pressures developed behind site retaining walls are a function of backfill soil type, backfill
slope angle, and any surcharge loads. For the design of site retaining walls, we recommend the soil
parameters provided below.
FOUNDATION SOILS (NATURAL SUBGRADES OR SUITABLE BORROW)
Soil Parameter
Estimated value
Allowable Net Soil Bearing Pressure
2,000 psf
Minimum Wall Embedment Below Grade
24 inches
Coefficient of Passive Earth Pressure (Kp)
.......................................................................................................................................................................................................................................................................................................................................
Soil Moist Unit Weight (y)
Cohesion (C)
2.77
115 pcf
0 psf

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 14
Retaining Wall Backfill: Soils used as backfill within the critical zone behind site retaining walls should
have USCS classifications of Silty SAND (SM), Sandy SILT (ML), or coarser with a maximum of 6S% fines
(i.e., % passing No. 200 Sieve size) and minimum angle of internal friction of 28 degrees when compacted
to a minimum of 95% of its maximum dry density per ASTM D 698. Existing soils not meeting these criteria
should be removed from the critical zone of the walls.
Foundation Drains: Below grade walls should be provided with a foundation drainage system to relieve
hydrostatic pressures which may develop in the wall backfill. This system should consist of weep holes
through the wall and/or a 4-inch perforated, closed joint drain line located along the backside of the walls
above the top of the footing. The drain line should be surrounded by a minimum of 6 inches of AASHTO
Size No. 57 Stone wrapped with an approved non -woven filter fabric, such as Mirafi 140-N or equivalent.
Wall Drains: Site retaining walls should be drained so that hydrostatic pressures do not build up behind
the walls. Wall drains can consist of a 12-inch-wide zone of free draining Gravel, such as AASHTO No. 57
Stone, employed directly behind the wall and separated from the soils beyond with a non -woven filter
fabric. For walls in excess of 10 feet in height, thicker wall drains should be considered. Alternatively, the
wall drain can consist of a suitable geocomposite drainage board material. The wall drain should be
hydraulically connected to the foundation drain.
Limitations: The lateral earth pressures and design recommendations presented in this section are
intended for use with reinforced concrete or reinforced masonry gravity retaining walls. The
recommendations presented above are not applicable to Mechanically Stabilized Earth (MSE) Walls.
4.5.2 Mechanically Stabilized Earth (MSE) Wall Design
Site retaining walls may be required at the site and may be constructed as MSE walls. The performance of
the MSE Walls is highly dependent upon sound design and construction practices. The design of the MSE
Walls shall consider internal, external and global stability. The following table summarizes the
recommended minimum factors of safety (FS) for static design criteria, as recommended by the National
Concrete Masonry Association (NCMA).
MINIMUM RECOMMENDED FACTORS OF SAFETY FOR MSE WALLS
Failure Mode
Estimated value
Base Sliding
1.5
Overturning
2.0
Internal Sliding
1.5
Tensile Overstress
1.5
Pullout
1.5
Connection
1.5
Internal Compound Stability
1.3
Bearing Capacity
2.0
Global Stability
1.3 to 1.5
The results of the required internal and geotechnical stability analyses are highly dependent upon the
engineering properties of the retained, and foundation zone materials. Consequently, the design of the
MSE Walls requires the assignment of specific engineering properties to the, retained and foundation

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 15
zone soils. Required for design are the soil's total in -place unit weight and peak effective friction angle
and cohesion. However, cohesion is typically ignored except for the foundation zone materials.
Maintaining the integrity of the reinforced zone is critical to wall performance. Below grade utilities
should be situated outside the reinforced zone to limit potential conflicts between the reinforcement and
below grade structures. The wall designer should contemplate the location and use of any below grade
utilities during the design process and should coordinate with the Civil Engineer where possible to relocate
the utilities outside of the reinforced zone.
The wall designer should specify allowable backfill material including unit weight, relative compaction and
shear strength requirements as well as a testing frequency to verify compaction and design shear strength
properties. Soils used as backfill within the retaining walls should have USCS classifications of Silty SAND
(SM) or more granular with a maximum of 45% fines (i.e. passing No. 200 Sieve size) and minimum angle
of internal friction of 28 degrees when compacted to a minimum of 95% of its maximum dry density per
ASTM D698. In addition, the Liquid Limit and Plasticity Index of MSE wall backfill should be limited to 30
and 10, respectively. The material properties presented assume site retaining walls will be relatively short
(i.e. less than 10 feet of exposed wall height). More stringent backfill recommendations may be
recommended for taller walls including restricting fines content to 35% or lower, increasing minimum soil
shear strength to 30 degrees or more, and limiting the Plasticity Index to less than 6.
The preceding paragraphs and tables are intended to provide a general overview of the design and
construction of the MSE Walls. Specific guidance regarding the design and construction of MSE Walls can
be found in the current edition of the NCMA Design Manual for Segmental Retaining Walls. The
information provided above does not alleviate the MSE Wall designer from any aspect of the design
including selection of shear strength parameters, internal wall stability, external wall stability, global
stability or settlement estimates.
MSE walls in the Charlotte region are frequently incorporated into the project through a delegated design
delivery approach. However, for geotechnically complex project sites, we recommend the owner engage
the wall designer and incorporate wall construction documents into the bid package. This method allows
the wall designer to coordinate with the rest of the design team and incorporate applicable modifications
into the wall design. If desired, ECS would be pleased to assist with wall design.
4.6 BELOW GRADE WALLS
We recommend that permanent below grade walls integral to the structure be designed to withstand
lateral earth pressures and surcharge loads from soil, adjacent building foundations, or streets. We also
assume the architect elects to design a "drained" wall condition, which will effectively eliminate
hydrostatic pressures behind the walls. To accomplish a drained condition, the walls will need to
incorporate appropriate drainage materials (often a geocomposite drainage panel) and weep holes. We
recommend that walls that are restrained from movement at the top be designed for a linearly increasing
lateral earth pressure.
The figure below depicts the suggested lateral earth pressure condition for a "drained wall" with
restrained wall tops:

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ECS Project No. 08:13948-B Page 16
This diagram is not suitable for
the design of Support of
Excavation or temporary shoring
systems.
H
Surcharge Load (psf)
I/ I
Lateral Earth Pressure = 61 H psf Horizontal Pressure from Surcharge
(For below grade walls restrained
from movement at top and = 0.53 x Vertical Surcharge
bottom, drained conditions
presumed)
Surcharge loads imposed within a 45-degree slope of the base of the wall should be considered in the
below grade wall design. The influence of these surcharge loads on the below grade walls should be based
on an at -rest pressure coefficient, ko, of 0.53 in the case of restrained walls.
4.7 TEMPORARY SUPPORT OF EXCAVATION
Based on conceptual design plans we anticipate excavations of twenty feet below ground surface directly
adjacent to South Tryon Street, West Carson Boulevard, Winnifred Street and the properties of
Broadstone Morehead, LLC. A specialty design -build contractor should be engaged to design and install a
temporary support of excavation system. When designing these systems or preparing the bid
specifications, there are several factors that should be adequately considered including, allowable
displacement of the wall, maximum cut depths, achievable toe penetration, groundwater levels, and the
sensitivity of nearby structures to deformation.
Support of Excavation Systems alone may be adequate to support adjacent structures. The excavation
plan may need to incorporate underpinning for existing structures. The most robust system for
foundation underpinning would include the addition of micropiles to the existing building foundation.
This requires permission or access from the current building owner to modify the foundation.
Alternatively, it may be possible to strengthen the existing soils beneath the building foundation with
either compaction grouting or super jet grouting. Both grouting options may prove difficult to install
based on the variability of soil conditions. Grouting options should be discussed with a specialty design -
build contractor and should be considered a secondary option if micropile underpinning cannot be
implemented.
Depending on the final basement elevation it may be necessary to incorporate multiple excavation
support systems into the project. We anticipate it will be possible at most locations to utilize a relatively
flexible cantilevered or anchored wall system to support the excavations, including a solder pile and
lagging wall or a soil nail wall. In general, soldier pile and lagging walls can be installed without bracing to

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 17
cantilever heights of up to 15 feet. Internal (tiebacks) and/or external (struts or cross -lots) bracing car
typically required for wall heights in excess of 15 feet.
Cantilevered retaining wall systems and soil nail walls are considered relatively flexible systems and can
show several inches of lateral deformation resulting from the excavations. These movements are typically
acceptable to adjacent to roadways and pavements but may exceed allowable tolerances near structures
and other utilities. Prior to the design of any support of excavation system along North Carolina
Department of Transportation (NCDOT) regulated roadways, i.e. South Tryon Street, Support of
Excavation should be designed to NCDOT standards.
The amount of lateral deflection of a soldier pile and lagging wall may be controlled by increasing the toe
embedment depth or using stiffer elements (i.e. increasing the column section modulus). In some
instances, the installation of internal or external bracing may be required to limit deflection.
Soldier pile and lagging walls and soil nail walls are effective at retaining soil but are not effective at
restricting or managing groundwater. Use of these systems may require suppressing the groundwater
level outside of the support of excavation systems.
There are excavation support system that can control groundwater as well as restrain earth pressure
including secant pile wall and diaphragm walls. Secant pile walls are constructed as a series of overlapping
drilled piers. Typically, small diameter piers (approximately three feet in diameter) are installed with a
2.5 to 2.75 foot center to center spacing resulting in a three to six inch overlap. Diaphragm walls are
installed by sequentially excavating a series of rectangular panels that are filled with concrete. These
sequential panels are typically excavated with a specialized clam shell bucket.
There are benefits and drawbacks to each of the systems discussed. Secant pile and diaphragm walls
create relatively thick concrete walls. These walls require special considerations to allow utility
penetrations. With proper planning these walls can be designed as a permanent exterior foundation
walls. ECS would be pleased to discuss the benefits and drawbacks of each of these systems, if desired.
Although we recommend engaging specialty contractors during these discussions so that cost implications
can be weighted with technical merits.
Regardless of the excavation support system, the final design should factor in the allowable lateral
deflections and vertical settlements behind the walls. If deflections cannot be limited to acceptable
tolerances for adjacent structures, it may be necessary to underpin adjacent structures to prevent
damage. ECS recommends the support of excavation design submittals including lateral deflections and
vertical settlements.
In addition to design related concerns, several aspects regarding soldier pile and lagging installation much
be considered. Soldier piles are typically installed with either a vibratory driving hammer, impact driving
hammer or by pre -drilling the pile location and backfilling the annular space around the placed pile with
grout or concrete. For this project a combination of these methods may need to be implored to reach the
soldier pile's required embedment depth. Vibratory driving methods induce more vibrations on the soil
mass and have a higher potential to damage adjacent structures. Impact methods can be used closer to
structures, but the noise produced by impact driving is often at unacceptable lever near occupied
structures. Pre -drilling typically the most expensive option but minimizes the risk to adjacent structures.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 18
We anticipate that pre -drilling will be required for adjacent structures located 25 feet or less away and
other methods can be implored when structures are located outside of the 25 feet.
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, remnants of previous
construction, and soft or unsuitable materials from the 10-foot expanded building and 5-foot expanded
pavement limits, and 5 feet beyond the toe of structural fills. ECS should be retained to observe that
topsoil and unsuitable surficial materials have been removed prior to the placement of Structural Fill or
construction of structures.
5.1.2 Proofrolling
Prior to new fill placement or other construction on subgrades, the subgrades should be observed by ECS.
The exposed subgrade should be thoroughly proofrolled with construction equipment having a minimum
axle load of 10 tons [e.g. fully loaded tandem -axle dump truck]. Proofrolling should be traversed in two
perpendicular directions with overlapping passes of the vehicle under the observation of ECS. This
procedure is intended to assist in identifying localized yielding materials.
Where proofrolling identifies areas that are unstable or "pumping", those areas should be repaired prior
to the placement of subsequent Structural Fill or other construction materials. Methods of stabilization
include undercutting, moisture conditioning, or chemical stabilization. The situation should be discussed
with ECS to determine the appropriate procedure. Test pits may be excavated to explore the shallow
subsurface materials to help in determining the cause of the observed unstable materials, and to assist in
selecting appropriate remedial actions to stabilize the subgrade.
5.1.3 Dewatering
Current plans indicate a lowest level finished floor elevation will be at about elevation 730 ft; however,
excavation is likely to extend 2 to 8 ft below this elevation to construct the under -slab drain, floor slab,
and foundation system. Additionally, isolated excavation for elevator shafts or utility trenches may extend
below this elevation. Based on the groundwater data obtained to date, groundwater levels from the site
appear to be on the order of 725 ft . The current groundwater conditions during exploration indicate that
a permanent dewatering system be installed, and a temporary dewatering system be employed during
construction operations to temporarily suppress the groundwater level.
5.2 EARTHWORK OPERATIONS
5.2.1 Expansive and Moisture Sensitive Soils
Potentially expansive, moisture sensitive Fat CLAY (CH) And Elastic SILT (MH) soils were encountered at
Borings B-101 through B-104, B-201, B-202, B-204, and B-205 and extended to depths ranging from
approximately 3 to 17 feet below the existing ground surface. Moisture sensitive soils will degrade quickly
when disturbed and/or with elevated moisture. MH soils with PI>30 and CH soils should not be used for
direct support of project foundations and slabs -on -grade. A minimum separation of 2 feet should be
provided between MH soils with PI>30 and CH soils and the bottom of foundation and slab elevations.
The recommended separation can also be provided by the addition of Structural Fill. Based on the limited
laboratory testing, the MH soils at the site are anticipated to be suitable to marginally suitable for direct

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 19
support of project foundations and slabs. The potential expansive nature of the moisture sensitive soils
could be further evaluated with expansion index testing to determine if undercutting or stabilization is
required.
5.2.2 Existing Man -Placed Fill
Existing fill soils were encountered at Borings B-1 through B-4, B-101 through B-103, and B-201 through
B-203 and extended to depths ranging from approximately 3 to 5.5 feet below existing site grades. ECS
has not been provided with test records (such as proofrolling, compaction testing, etc.) at the time of this
report, thus the existing fill should be considered undocumented. Based on the proposed basement
finished floor elevation, we anticipate a majority of the existing fill will be removed during mass grading.
However, foundations, slabs, and pavements at or near existing grade may still encounter existing fill at
bearing elevation.
Undocumented fill poses risks associated with undetected deleterious inclusions within the fill and/or
deleterious materials at the virgin ground/fill interface that are covered by the fill. Deleterious materials
can consist of significant amounts of organics derived from organic rich strippings, rubbish, construction
or demolition debris, stumps and roots and logs. If these materials are covered over by or are within
undocumented fill, the organic materials tend to decompose slowly in the anaerobic conditions in or
under the fill. Decomposition can occur over periods ranging from several years to several decades. As
the organic materials decompose, a void is created which can create soft conditions and even subsidence
in areas above the organics. Where these types of conditions exist under or within undocumented fill,
they are sometimes in discreet pockets that can go undetected by normal subsurface exploration
techniques, i.e. soil test borings and test pits.
Existing fill meeting the requirements of Structural Fill can be re -worked and/or re -used provided that it
does not contain rock/gravel greater than 3 inches, wood and/or organics. Alternatively, partial undercuts
in select slabs and pavement areas, and/or undercutting and re -working (i.e. compacting in controlled
lifts) may be considered if the owner is willing to accept the previously stated risks associated with
undocumented fill.
5.2.3 Partially Weathered Rock and Rock
Based on the results of the soil test borings, Partially Weathered Rock (PWR) was encountered at each of
the boring locations beginning at depths ranging from approximately 12 to 52 feet below the existing
ground surface. Auger refusal materials (i.e. possible rock) were encountered at all of the boring locations
at depths ranging from approximately 17 to 90 feet below existing ground surface. Based on the results
of the soil test borings, and our project understanding, difficult excavation is anticipated.
Based on the anticipated underground elevations and information disclosed from the previous and recent
subsurface exploration program, PWR and residual soil excavations should be anticipated during
construction.

West Carson Boulevard & South Tryon Street
ECS Project No. 08:13948-B
December 9, 2021
Page 20
PWR/ROCK SUMMARY
Boring
Ground
Surface
Elevation (ft)
Depth to
PWR
(ft)
Elevation of
PWR
(ft)
Depth to
Refusal
(ft)
Elevation of
Refusal (ft)
B-101
742
32.0
710
38.0
704
B-102
750
42.0
708
48.0
702
B-103
750
32.0
718
39.0
711
B-104
751
22.0
729
28.5
723.5
B-105
742
12.0
730
17.0
725
B-201
740
22.0
718
40.0
700
B-202
750
52.0
698
67.0
687
B-203
744
42.0
1 702
1 65.0
1 679
B-204
750
32.0
718
90.0
660
B-205
750
52.0
698
61.0
689
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 a large front-end loader.
In confined excavations such as foundations, utility tranches, etc., removal of PWR may require the use of
heavy duty backhoes, pneumatic spades or blasting. As a general guide we recommend the following
definitions be used for rock removal:
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 less than 56,000 pounds
(Caterpillar D-8 or equivalent) or by a Caterpillar 977 front-end loader or
equivalent; and occupying an original volume of at least one 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 variation of the depths of the more dense material can occur in relatively short distances. In
some cases, isolated boulders or thin rock seams may be present in the soil matrix.
All excavation should conform to applicable OSHA regulations. Based on the proposed building footprint
and proximity to adjacent structures, utilities, and roadways, it may not be possible to slope the basement
excavation in accordance with OSHA regulations. As such the project should include provisions for a
temporary excavation support system.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 21
5.2.4 Lower-Consistency/Loose Subgrade Soils
Lower-consistency/loose subgrade soils, with a N-value of 6 bpf or less, were encountered at Boring B-
101 through B-103, B-105, and B-201 through B-205 and extended to depths ranging of approximately 5.5
to 27 feet below existing site grades. In their present condition, these soils are generally considered
marginally suitable for direct support of new Structural Fill, foundations, slabs, and pavements.
Depending on final site grades and construction phase evaluations (i.e. proofrolling and Dynamic Cone
Penetrometer testing), lower consistency/loose soils may require selective undercutting, moisture
conditioning, and/or compaction prior to fill placement or construction of pavements and structures.
5.2.5 Structural Fill
Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of on -site and/or off -
site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg limits,
natural moisture content, grain -size distribution, and moisture -density relationships (i.e., Proctors) for
compaction. Import materials should be tested prior to being hauled to the site to determine if they meet
project specifications.
Structural Fill Materials: Materials for use as Structural Fill should consist of inorganic soils classified as
CL, ML, SM, SC, SW, SP, GM, or GC, or a combination of these group symbols, per ASTM D2487. These
materials should not contain organic matter or debris and should contain no particle sizes greater than 4
inches in the largest diameter. Open graded materials and 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 in the table below:
STRUCTURAL FILL INDEX PROPERTIES
Subject
Property
Building and Pavement Areas
LL < 50, PI < 30
Maximum Particle Size
4 inches
Maximum organic content
5% by dry weight
Minimum Dry Unit Weight (ASTM D698)
90 pounds per cubic foot
STRUCTURAL FILL COMPACTION REQUIREMENTS
Subject
Requirement
Compaction Standard
Standard Proctor, ASTM D698
Required Compaction
(greater than 24 inches below
95% of Maximum Dry Density
finished soil subgrade)
Required Compaction
(within 24 inches of finished soil
100% of Maximum Dry Density
subgrade)
Moisture Content
-3 to +3 % points of the soil's
optimum value
Loose Thickness (maximum)*
8 inches prior to compaction
*Note: Thinner loose lifts may be necessary depending on the compaction equipment utilized.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 22
Unsatisfactory Materials: Unsatisfactory fill materials include materials which do not satisfy the
requirements for suitable materials, as well as topsoil and organic materials (OH, OL), Elastic SILT (MH),
and Fat CLAY (CH.)
On -Site Borrow Suitability: Natural deposits of soils that meet the definition of satisfactory Structural Fill
are present on -site including Sandy SILT (ML), Lean CLAY (CL), and Silty SAND (SM); however, selective
mining (i.e. soil exchange) may be necessary to obtain these soils based on the depths they were
encountered.
Given the presence of moisture sensitive MH and/or CH 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 at depths greater than 4 feet below pavement
subgrades outside the expanded building limits and within non-structural areas. Chemical (lime)
treatment of on -site MH and/or CH soils may also be considered to improve/modify sensitive soils for re-
use as Structural Fill.
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 ECS to determine that the minimum compaction requirements are being
achieved.
FREQUENCY OF COMPACTION TESTS
Location
Frequency of Tests
Building Areas
1 test per 5,000 sq. ft. per lift
Pavement Areas
1 test per 10,000 sq. ft. per lift
Utility Trenches
1 test per 200 linear ft. per lift
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: 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 all 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.
5.3 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

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 23
rainfall becomes imminent while the bearing soils are exposed, a 2 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: Following remediation of existing fill soils, most of the soils at the
foundation bearing elevation are anticipated to be suitable for support of the proposed structure. It is
important to have ECS observe the foundation subgrade prior to placing foundation concrete, to confirm
the bearing soils are what was anticipated.
Slab Subgrade Observations: Prior to placement of a drainage layer, the subgrade should be prepared in
accordance with the recommendations found in Section 5.1.2 Proofrolling.
5.4 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. 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 or as Structural Fill provided it meets project specifications.
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 workday, the subgrade soils should be sealed by rolling
the surface with a smooth drum roller to minimize infiltration of surface water.
Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with
OSHA excavation safety standards. The Contractor is solely responsible for designing, constructing, and
maintaining stable temporary excavations and slopes. 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.
5.5 UTILITY INSTALLATIONS
Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for
support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Loose or
unsuitable materials encountered should be removed and replaced with suitable compacted Structural
Fill, or pipe stone bedding material.

West Carson Boulevard & South Tryon Street December 9, 2021
ECS Project No. 08:13948-B Page 24
Utility Backfilling: Granular bedding material should be at least 4 inches thick, but not less than that
specified by the civil engineer's project drawings and specifications. We recommend that the bedding
materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as
backfill over the utilities, should satisfy the requirements for Structural Fill and Fill Placement.
6.0 CLOSING
ECS has prepared this report to guide the geotechnical-related design and construction aspects of the
project. We performed these services in accordance with the standard of care expected of professionals
in the industry performing similar services on projects of like size and complexity at this time in the region.
No other representation expressed or implied, and no warranty or guarantee is included or intended in
this report.
The description of the proposed project is based on information provided to ECS by Client. If any of this
information is inaccurate or changes, either because of our interpretation of the documents provided or
site or design changes that may occur later, ECS should be contacted so we can review our
recommendations and provide additional or alternate recommendations that reflect the proposed
construction.
We recommend that ECS review the project plans and specifications so we can confirm that those
plans/specifications are in accordance with the recommendations of this geotechnical report.
Field observations, and quality assurance testing during earthwork and foundation installation are an
extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our
expertise throughout the geotechnical phases of construction, and to provide consultation and
recommendation should issues arise.
ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in
this report.

APPENDIX A — Diagrams & Reports
Site Location Diagram (Figure 1)
Boring Location Diagrams (Figure 2)
Approximate Drilled Shaft Tip Elevation Diagram (Figure 3)
Generalized Subsurface Profiles (A -A' through D-D')

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f' Approximate Boring Location (November 2021) -
f Approximate Previous Boring Location (November 2019)
f Approximate Previous Boring Location (Performed by Others) f rOs��`� M Q 60 1110
Subsurface Soil Profile Line Feet
BORING LOCATION DIAGRAM EMFPEER
W. CARSON BLVD & S. TRYON STREET SCALE
AS NOTED
PROJECT NO.
08:13948-B
W. CARSON & S. TRYON STREET, CHARLOTTE, NC FIGURE
2
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CRESCENT ACQUISITIONS, LLC 12/9/2021

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AS NOTED
W. CARSON BLVD & S. TRYON STREET P08:J13948-B
W. CARSON & S. TRYON STREET, CHARLOTTE, NC F13GURE
�
CRESCENT ACQUISITIONS, LLC 12/892021

751
746
741
736
731
726
721
716
706
701
696
Legend Key
691
Asphalt
686
PWR
681
Gravel
676
Elastic
SILT 671
Lean
CLAY666
SILT
SILTY
SAND656
Rock
646
O O r
N r m
-------------------------------------------- Cal ------------------------------ m--------------------------*-------------------------------------------------m
Asphalt Gravel
21 10 cL 20
---------------------------------- 27--- --MF+----------- 5--- -------------------------------------------------------------- f3---
11 4 14
-----------------------------------a-----------------4----------------------------------------------------------------11----
MH
-----------------------------------4--------------------4---------------------------------------------------------------8----
MIL
-----------------------------------4---------------------t3-- w-------------------------------------------------------4----
-----------------------------------4--------------------- o --------------------------------------------------------Q
SM
----------------------------- Y1 M� t3 :; f2
----------------------------------15--------------- 11 -- M� 5D/4"
-------------------------------------
sM
----------------------------------25------------------50/2"- -------PWR ---------------------------------5DL2'
-----------50/4"--
-------------25----------------------------------- PWR
Rock
------------------------50/1"_ __________________ EOB@52.7
PWR AR @56.2'
------------------50/1" ----------------------------------------------------------------------------------------50/3'--
50/0"
Rock
------------------------------------- EOB@64.0---------------------------------------------------------------------------------------------- 5013='
------------------------------------------------------------------------------------------------------------------------------------------------5DL1"--
54/1"
5Q/1"
----------------------------------------------------------------SD/_01--
---------------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
O
N
----------------------------------------
IA OQ
m m
*----------------------------------------------------------------------- *------------------------------------------------------
Asphalt
--- MH--------------------------- -------------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------------------------------------------------------------------
ML
------------------------------------------------------------------------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------------------------------------------------------------------------
ML PWR
-----------------------------------------------------------------------------------------------------------------------------------------------
ntC---------------------------
AR @32.0-
PWR --------------
PWR
----- ---------------------------------------------------------------------------------------------------- sm
---------------------------------------------------------------------------------------------------------- -------------------------------------------------
--------------------------------------------------------------------------------------------------------------------
PWR
------------------------------------------------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------------------------------------------------------------------------
Rock
---------------------------------------------------------------------------------------------------------------------------------------------------------------------
Rock
------------
751
746
741
736
731
726
721
716
711
706
701
696
691
686
681
676
671
666
656
646
EOB @100.0'
Notes:
1- EOB: END OF BORING AR:AUGER REFUSAL SR: SAMPLER REFUSAL.
2- THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3- SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION.
4- STANDARD PENETRATION TEST RESISTANCE (LEFT OF BORING) IN BLOWS PER
FOOT (ASTM D1586).
Plastic Limit Water Content Liquid Limit
X 0
Q
WL (First Encountered)
-
Fill
440
C
SUBSURFACE SOIL PROFILE A -A'
1
WL (Completion)
-
Possible Fill
[FINES CONTENT %]
W. Carson Blvd & S. Tryon Street
` BOTTOM OF CASING
7
WL (Seasonal High Water)
Probable Fill
Crescent Acquisitions, LLC
iooz LOSS OF CIRCULATION
Q
WL (Stabilized)
-
Rock
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
Project No: 08:13948-B Data 12/09/2021

752
747
--------------------------------------------------T-------------------------------------------------
---------------------------------------------
m
-------------------------------------------
M
T-----------------------------------------------------------------------------------------N-------------------------------------------------------------m-------------------------------------------------------------------
*m
' Gravel
4 CL
----------------------------------------------------------------------------------
7
N
m
Asphalt
MH
---�L------------------------------------------1-6---
18
v
T
.• •' Gravel
CH
--MH---------------------------------------------------------
752
747
--------
MH
5
10
CH
7
5 sM
10
ML
737
4
6
Y1
---------------------------------------------------------------
737
732
7
5
------------------------------------------------
21 ---
ML
732
727
---------------------------------------------
-------
------------------------------------------
-- sM
j
----------------------------------------------5GM
727
5
6
SM
PWR
722
---------------------------------------------
--------
------------------------------- Sz
-------- ' t----------------------------------------------------------------------------------
8
7
'.
----------------------------------------------
5010"
A @128A-----------------------------------------------------------------
722
717
--------------------------------------------
--------
----------------------
------------------------------------------------------
50/0"
20
--------------------------------------------------------------------------------------------------------------------------
717
PWR
712
--------------------------------------------
--------
-----------------------------------
----------------------------------------------------------------------------------
50/0• AR@39.0'
26
-
------------------------------------------------------------------------------------------------------------------------------
712
707
---------------------------------------------
---------------------------------------------------------------
-------------------------------------------------------------------------------------------------------------------------------
707
50
702
---------------------------------------------
---------------------------------------------------------------------------------------------------------------------------------------
ML
---------------------------------------------------------------------------------------------------------------------------
702
34
Legend Key
Gravel
-
-------------------------------------------------------------------------------------------------------------------------------
Asphalt
50/1"
PWR
687
--------------------------------------------
501111
687
Fat CLAY
®
682
---------------------------------------------
-
-------------------------------------------------------------------------------------------------------------------------------50/0"-
-------------------------------------------------------------------------------------------------------------------------------
682
Elastic
Rock
SILT
677
677
PWR
Rock
672
EOB @n.o'
_____________
672
Lean
CLAY667
-
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
667
SILT
® 662
---------------------------------------------
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
662
EOB @90.0'
SILTY
-' SAND 657
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
657
Rock
652
-----------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------------
------
652
647
-----------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------------------------------
------
647
Notes:
1- EOB: END OF BORING AR:AUGER REFUSAL SR: SAMPLER REFUSAL.
2- THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3- SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION.
4- STANDARD PENETRATION TEST RESISTANCE (LEFT OF BORING) IN BLOWS PER
FOOT (ASTM D1586).
Plastic Limit Water Content Liquid Limit
X 0
�Z
WL (First Encountered)
-
Fill
SUBSURFACE SOIL PROFILE B-B'
1
WL (Completion)
Possible Fill
[FINES CONTENT %]
W. Carson Blvd & S. Tryon Street
` BOTTOM OF CASING
SF
WL (Seasonal High Water)
Probable Fill
Crescent Acquisitions, LLC
iooz LOSS OF CIRCULATION
Q
WL (Stabilized)
-
Rock
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
Project No: 08:13948-B Date: 12/09/2021

Io
m
m
p
N
m
r
O
r
r O
m O
744
As P halt--------
MIL
-----------------------00-------------------------------------------------
--------------------------------- p-----------------------------------------
N
---------------------------------------------
co
---------------------------------------------------------
744
7
Gravel
m
Gravel
8
739
----------------------------------
16 ---
::
--
----------------
--------------9---
--CL-----------------------------------------
-----------------------�� -- --�H-----------------------------
-------------------------------------------
SC
a. -----------------------------------------------------
739
7
..
SM
10
6 CL
4
734
12
--------------------------------------------
CH
---------------------------------------------------------------
6
-------------------------
-------- = sc
8
734
11
CIL
.. ,
729
-------------------------- --
4
--- ---
----------------
-------------------
6
----------------------------------------------
----------------------------------------------------------------
-------------------------
---------------------------------------------------------------
50/3
729
MIL
PWR
4
4 14 SIM
50/0"
724
---------------------------------
--
;t
Rock-----------------------------------------------
724
4
ML
719
-----------------------------------
-- SM----------
4
12 ML
AR 2a1' Rock
719
8
EOB @24.0'
16
50/3" PWR
714
------
----------------------------------------------
--------------------------------------------------------------
--------------------------------------------------------------------------------------------------
714
MIL
14
MIL
50/3"
709
-------------------------------
15---
----------------
------------50[29
---------------------------------------------
------------------------------------------
------------ PWR-------------------------------------------------------------------------------------------
709
-
PWR
PWR
50/3"
704
--------------------------------
63---
---M�-----------
------------------ AR@33.v
----------------------------------------------
-------------------------------------------
--------------------------------------------------------------------------------------------------------------
704
50/0"
PWR AR@39.5'
699
---------------------------
50/3"
AR@49.0' p
699
Rock
Legend Key
50/2"
694
------------------------
-PWR----------
---------------------------------------------------------------------------------------------------------
694
PWR
Rock
689
---------------------------------
50/3"
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
EOB@50.o'
AR @55.0'
689
Asphalt
SILT
®
50/11,
PWR
679
50/0°
-----------------
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
679
Gravel
Rock
PWR-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
674
--------------------------------------
--------
674
Lean
\
Rock
AR @75.1'
CLAY 669
--------------------------------------
EOB@]5.0'
669
SILTY
SAND 664
664
CLAYEY
SAND 659
659
Fat CLAY
654
654
Rock
649
-------------------------------
------------------------------------------------------------------------------------------------------------------------------------------------------
------
649
644
-------------------------------
------------------------------------------------------------------------------------------------------------------------------------------------------
------
644
Notes:
1- EOB: END OF BORING AR:AUGER REFUSAL SR: SAMPLER REFUSAL.
2- THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
Plastic Limit Water Content Liquid Limit
X 0
Q
WL (First Encountered)
-
Fill
440
C
SUBSURFACE SOIL PROFILE C-C'
1
WL (Completion)
-
Possible Fill
[FINES CONTENT %]
W. Carson Blvd & S. Tryon Street
3- SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION.
4- STANDARD PENETRATION TEST RESISTANCE (LEFT OF BORING) IN BLOWS
PER
` BOTTOM OF CASING
7
WL High Water)
Probable Fill
Crescent Acquisitions, LLC
(Seasonal
FOOT (ASTM D1586).
-
iooz
LOSS OF CIRCULATION
S'Z
WL (Stabilized)
-
Rock
W. Carson & Tryon Street, Charlotte, North Carolina 28203
��
Project No:
08:1393948-B I Date: 12/09/2021

745
740
735
730
725
720
715
710
705
700
695
690
Legend
Key
Asphalt
685
680
SILT
675
PWR
670
SILTY
SAND
665
Fat CLAY
660
Lean
CLAY
655
Rock
`
650
645
M
O
N
m
-----------------------------------------
T
Q------------------------------sv
745
Asphalt
N
m
16
ML
m
m
*
--------- 15------
------------------------------------------------------------------------------------------t;----------------------------
-------
---------
740
m
10
CH
7
SM
---------- 7-------
-----------------------------------------------------------------------------------
---------
6
--------------- ------
-----
CL
------------------------
-------------------------------
----------
-------------------------------------------------------------------
735
6
��
CL
--------- q-------
-------------------------------------------------------------------------------------
----------
--------------
--------------------------------
-------------------------------
----------
-------------------------------------------------------------------
730
Q
MIL
14
• =
SM------------------------
-----------q-------
-------------------------------------------------------------------------------------
----------
-----Q---------------
: ; :
-
---
-------------------------------
-------------------------------------------------------------------
725
12
ML
g-----
snd----------------------------------------------------------------------------
----------
-----
720
50/3"
---------- 1g------
-------------------------------------------------------------------------------------
----------
-----------------------
-------W--R------------------------I
--------------------
---- P-WR----------------------------------------------------------
715
MIL
50/3"
710
PWR 90/9"
PWR
----------6g------
-M�----------------------------------------------------------------------------
-----------------------
---
---------------------------------------------------------
705
AR @36.0'
50/�"
AR @39.5'
---------81/9u-----
--------------------------------------------------------------------------------------
AR 3--------------------------
------------------------------------------------------------------------------------------------------------------------------------------------
700
Rock
50 2"
------------------------------------------------------------------------------------------------------------------------------------------------
695
PWR
Rock
--------- 50L3------
------------------------------------------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------------------------------------------------------------------
690
EOB 050.0-
--------- 6T------
----- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
VIL
685
-------- 50/1------
---- PWR--------------
-------------
680
50/0"
Rock
------------------
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
675
Rock
-------------------
EOB @75.0'
--------------------------------------------------------------------------------------------------------
-----------------------------------------------------------------------------------------------------------
670
665
660
655
650
645
Notes:
1- EOB: END OF BORING AR: AUGER REFUSAL SR: SAMPLER REFUSAL.
2- THE NUMBER BELOW THE STRIPS IS THE DISTANCE ALONG THE BASELINE.
3-SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL INFORMATION.
4-STANDARD PENETRATION TEST RESISTANCE (LEFT OF BORING) IN BLOWS PER FOOT (ASTM D1586).
Plastic Limit Water Content ntent Liquid Li
Q
WL (First Encountered)
Fill
SUBSURFACE SOIL PROFILE D-D'
[FINES CONTENT%]
1
WL (Completion)
Possible Fill
W. Carson Blvd & S. Tryon Street
. . • J
BOTTOM OF CASING
7
WL (Seasonal High Water)
Probable Fill
Crescent Acquisitions, LLC
looz LOSS OF CIRCULATION
S'T
WL (Stabilized)
Rock
W. Carson & S. Tryon Street, Charlotte, North Carolina 28203
Project No: 08:13948-B Date: 12/0912021

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Subsurface Exploration Procedure: Standard Penetration Testing (SPT)
Boring Logs:
- B-201 through B-205
- B-101 through B-105
Rock Core Photo Logs

ECS
MATERIAL
REFERENCE NOTES FOR BORING LOGS
ASPHALT
CONCRETE
GRAVEL
TOPSOIL
VOID
BRICK
AGGREGATE BASE COURSE
GW WELL -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GP POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GM SILTY GRAVEL
gravel -sand -silt mixtures
GC CLAYEY GRAVEL
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
MIL
SILT
non -plastic to medium plasticity
MH
ELASTIC SILT
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
3/4 inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to 3/4 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
SPT5
CONSISTENCY
STRENGTH, QP4
(BPF)
(COHESIVE)
<0.25
<2
Very Soft
0.25 - <0.50
2-4
Soft
0.50 - <1.00
5-8
Firm
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
ar r
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT'
COARSE
GRAINED
(%)s
FINE
GRAINED
(%)s
Trace
<5
<5
With
10 - 20
10 - 25
Adjective
25 - 45
30 - 45
(ex: "Silty')
I WATER LEVELS" I
WL (First Encountered)
i WL (Completion)
v WL (Seasonal High Water)
Q WL (Stabilized)
FILL AND ROCK
FILL POSSIBLE FILL
PROBABLE FILL ROCK
'Classifications and symbols per ASTM D 2488-17 (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)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
"Standard 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). "IN -value" is another term for "blow count' and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B
and need to be corrected if using an auto hammer.
'The 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 2488-17 Note 14.
$Percentages are estimated to the nearest 5% per ASTM D 2488-17.
Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

E
Standard Penetration Testing, or SPT, is the most frequently used
subsurface exploration test performed worldwide. This test provides
samples for identification purposes, as well as a measure of penetration
resistance, or N-value. The N-Value, or blow counts, when corrected and
correlated, can approximate engineering properties of soils used for
geotechnical design and engineering purposes.
• Involves driving a hollow tube (split -spoon)
into the ground by dropping a 140-lb hammer
a height of 30-inches at desired depth
• Recording the number of hammer blows re-
quired to drive split -spoon a distance of 12
inches (in 3 or 4 Increments of 6 inches each)
• Auger is advanced* and an additional SPT is
performed
• One SPT testis typically performed for every
two to five feet
• Obtain two-inch diameter soil sample
*Drilling Methods May Vary— The predominant drilling
methods used for SPT are open hole fluid rotary drilling and
hollow -stem auger drilling.
w��

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-201
SHEET:
1 of 2
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
100%
NORTHING:
540453.9
EASTING:
1446686.8
STATION:
SURFACE ELEVATION:
740.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
V)
CL
Q
Z
t~
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
5
10
15
20
25
30
(CH FILL) FAT CLAY, contains asphalt,
brownish gray, moist, stiff
735
730
725
720
715
710
a-s-s
(10)
5-3-3
(6)
4(6)3
4-5-6
6-6-8
(14)
3-4-8
(12)
37-50/3"
(50/3")
50/3"
(50/3")
10',
6
6 18+►' 4'
18.5 [53.7 % ]
to 25.8
so/s^
50/3"
S-1
SS
18
18
(CL FILL) LEAN CLAY, trace sand and
gravel, brownish gray, moist, firm
S-2
SS
18
18
(CL) Residual, LEAN CLAY, trace sand,
orangish brown, moist, firm to stiff
S-3
SS
18
18
S-4
SS
18
18
(SM) SILTY SAND, orangish gray, moist,
medium dense
1 '
4
S-S
SS
18
18
(ML) SANDY SILT, brownish gray, moist,
stiff
S-6
SS
18
18
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, brownish gray
S-7
SS
9
9
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray and white
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 18 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 182021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 15.30
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-201
2 of 2
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
100%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
540453.9
1446686.8
740.0
BOTTOM OF CASING
'
Plastic Limit Water Content Liquid Limit
DOw
Z
Z
H
X
LV
Z
a
G
}
w
w
Z
\
® STANDARD PENETRATION BLOWS/FT
wW
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
DO
RQD
QV7
Q
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray and white
38-40-50/3"
S-9
SS
15
15
(50/3")
50/3
35
705
50/0"
(50/0")
40
AUGER REFUSAL AT 40.0 FT0—
700
—------------- I............................. ,
Severely to Very Slightly Weathered, Soft
to Hard, Light Gray and Black,
1
RC-1
RC
60
GRANODIORITE, with Very Close to Close
s2� (92
55
Fracture Spacing [REC=92%,RQD=32%]
1 ,
1
45
695
---------------------------- i----------�
Very Slight to Slightly Weathered, Hard,
Light Gray and Black, GRANODIORITE,
with Close Fracture Spacing
65� �87
RC-2
RC
60
52
[REC=87%,RQD=65%]
1
1
1
-------------------------------------------
END OF CORING AT 50.0 FT
55
685
60
680
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 18 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 182021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 15.30
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-202
1 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
100%
NORTHING:
540355.3
EASTING:
1446798.8
STATION:
SURFACE ELEVATION:
750.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
v)
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X 0
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Asphalt [8.0"]
S-1
SS
18
18
(MH FILL) ELASTIC SILT, trace gravel,
reddish brown, moist, firm
4.3-4
(7)
4-3-3
(6)
6
(ML FILL) SANDY SILT, trace gravel, red
and gray, wet, firm
S-2
SS
18
18
5
745
4-4-6
(10)
29 ss
10 31.7 [81.9%]
(CH) Residual, FAT CLAY, reddish brown,
wet, stiff
S-3
SS
18
18
(SM) SILTY SAND, reddish brown to
S-4
SS
18
18
orangish brown, wet, loose to medium
3-4-6
(10)
10
10
dense
740
15
1
1
735
3(6)3
s 2•4
S-S
SS
18
18
20
730
2-2-3
(s)
s
S-6
SS
18
18
25
725
2-3-3
(6)
s
S-7
SS
18
18
30
720
z 3 a
S-8
SS
18
18
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 18 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 182021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.90
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-202
SHEET:
2 of 3
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
l0or
NORTHING:
540355.3
EASTING:
1446798.8
STATION:
SURFACE ELEVATION:
750.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
V)
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
FINES CONTENT] %
35
40
45
50
55
60
1
(SM) SILTY SAND, reddish brown to
orangish brown, wet, loose to medium
dense
`•
; :
1
715
710
705
700
695
690
10-10-10
(20)
4-8-18
(z6)
10-18-32
(50)
12-14-20
(34)
55-50/5"
(50/5")
10-34-50/1"
(50/1")
20
zs
so
4
50/5"
soit°
S-9
SS
18
18
S-10
SS
18
18
(ML) SANDY SILT, orangish brown, wet,
hard
S-11
SS
18
18
S-12
SS
18
18
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray and white
S-13
SS
11
11
S 14
SS
13
13
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 18 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 182021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
Truck KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.90
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-202
3 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
IDO%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
540355.3
1446798.8
750.0
BOTTOM OF CASING
'
Plastic Limit Water Content Liquid Limit
DOw
Z
Z
H
X
LV
Z
a
t~
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wW
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
DO
RQD
QV7
Q
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray and white
50/1
50/1"
(50/1")
65
685
AUGER REFUSAL AT 67.0 FT
(50/0")
650/01,
Moderately to Slightly Weathered, Hard
1
to Very Hard, Light Gray and Black,
RC
60
42
GRANODIRATE, with Very Close to Close
1
65��70'
70
Fracture Spacing [REC=70%,RQD=65%],
680
1;
UCS = 15,490 psi
1
_1
---
Very Slight Weathering, Very Hard, Light
Gray and Black, GRANODIRATE, with
1
Close Fracture Spacing
1
15f ¢32
75
RC-2
RC
60
19
REC=32%,RQD=15%
[ ]
675
1
1
END OF CORING AT 77.0 FT
80
670
85
665
90
660
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 18 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 182021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.90
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-203
1 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
l0or
NORTHING:
540326.6
EASTING:
1446583.1
STATION:
SURFACE ELEVATION:
744.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
V)
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
Asphalt [5.0"]
4-8-8
(16)
29 45
16 1*7.1 X__�
[54.5 %]
S-1
55
18
18
(ML) Residual, SANDY SILT, reddish
brown and yellow, moist, very stiff
(SM) SILTY SAND, reddish brown, moist
S-2
55
18
18
5
to wet, medium dense to loose
739
7-7-9
(16)
•
6 32.5
3-3-4
(7)
S-3
SS
18
18
3-3-4(7)
5-4
SS
18
18
10
734
(ML) SANDY SILT, brownish gray, moist,
soft
S-5
SS
18
18
1-2-2
(4)
,
15
729
20
724
2-2-2
(4)
, •
ao.1
S-6
SS
18
18
(SM) SILTY SAND, gray and white, wet,
loose
S-7
55
18
18
25
719
3-4-4
(8)
6
(ML) SANDY SILT, brown, wet, very stiff to
stiff
S-8
SS
18
18
4-7-9
(16)
A6
30
714
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 16 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 172021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 15.50
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-203
SHEET:
2 of 3
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
IDO%
NORTHING:
540326.6
EASTING:
1446583.1
STATION:
SURFACE ELEVATION:
744.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
V)
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
35
40
45
50
55
60
(ML) SANDY SILT, brown, wet, very stiff to
stiff
709
704
699
694
689
684
4-6-9
(15)
16-25-38
(63)
25(50/3") /3"
50/3
42-50/2"
(50/2")
50/3"
(50/3")
14-30-27
(57)
r5
63
50/s
50/2"
50/3"
7
S-9
SS
18
18
(ML) SANDY SILT, brown, wet, very hard
S-10
SS
18
18
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, brown
5-11
SS
15
15
S-12
SS
8
8
(ML) SANDY SILT, brown, moist, very hard
S-14
SS
18
18
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 16 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 172021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 15.50
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-203
3 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
100%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
540326.6
1446583.1
744.0
BOTTOM OF CASING
'
Plastic Limit Water Content Liquid Limit
Cow
Z
Z
H
X
LV
Z
a
G
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wDESCRIPTION
OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
m
RQD
QV7
Q
or
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, gray and white
50/1"
50/1"
(50/1")
65
AUGER REFUSAL AT 65.0 FT
679
50/0"
Moderately to Slightly Weathered, Hard
(50/0")
I so/o"
to Very Hard, Light Gray and Black to
Gray and Purple, GRANODIORITE, with
I'
RC-1
RC
60
27
Close Fracture Spacing
45
az�I�:
[REC=4S%, RQD=42%]
I ,
I;
- ------------
Moderately to Slightly Weathered, Hard,
Dark Gray to Light Gray and Purple,
GRANODIORITE, with Close to
RC-2
RC
60
46
Moderately Close Fracture Spacing
som Q77
[REC=77%, RQD=30%]
75
669
- -----------------------------'
END OF CORING AT 75.0 FT
80
664
85
659
90
654
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 16 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 172021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 15.50
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-204
1 of 4
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
100%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
540230.5
1446816.1
750.0
Plastic Limit Water Content Liquid Limit
w
Co
w
Z
Z
!n
H
X
LV
Z
a
G
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wW
DESCRIPTION OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
m
RQD
QV7
Q
or
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
Asphalt [3.0"]
4-8-12
(MH) Residual, ELASTIC SILT, reddish
S-1
SS
18
18
brown, moist, very stiff to stiff
(20)
20
4-6-7
(13)
• 45 79
13
S-2
SS
18
18
5
745
35.7 [97.9%]
3-5-9
(14)
,a
S-3
SS
18
18
(MIL) SANDY SILT, reddish brown, moist to
S-4
SS
18
18
wet, stiff to firm
(11)
11
10
740
2-3-5
(8)
B •
S-5
SS
18
18
15
735
45.2
(ML) SANDY SILT, orangish brown, wet,
soft to firm
S-6
SS
18
18
2-2-2
(4)
a 68.1
20
730
', ', ', ',
3-3-2
(5)
s
S-7
SS
18
18
25
52
725
(ML) SANDY SILT, orangish brown, wet,
stiff
S-8
SS
18
18
3-6-6
(12)
30
720
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 08 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 152021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
Truck CME55 KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.60
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-204
SHEET:
2 of 4
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
100%
NORTHING:
540230.5
EASTING:
1446816.1
STATION:
SURFACE ELEVATION:
750.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
V)
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
35
40
45
50
55
60
(ML) SANDY SILT, orangish brown, wet,
stiff
715
710
705
700
695
690
50/4"
(so/4")
is(36-2o
(36)
so/z"
(50/2")
39-50/4"
(50/4")
50/4
(50/4")
37-50/3"
(50/3")
50/a"
6
so/z°
so/a
5o/a^
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, brownish gray
-
(SM) SILTY SAND, brownish gray, moist,
dense
S-10
SS
18
18
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, yellowish
brown
S-12
SS
10
10
S 14
SS
9
9
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 08 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 152021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 0(
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.60
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-204
SHEET:
3 of 4
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
100%
NORTHING:
540230.5
EASTING:
1446816.1
STATION:
SURFACE ELEVATION:
750.0
BOTTOM OF CASING
'
LV
0
Cow
Z
wDESCRIPTION
d
QV7
a
Q
Z
G
d
Q
Z
}
OV
or
OF MATERIAL
w
W
Q
H
Z
w
w
\
m
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
0 CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
65
70
75
80
85
90
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, yellowish
brown
AUGER REFUSAL AT 90.0 FT
685
680
675
670
665
660
50/3"
(50/3")
50/1"
(50/1")
50/1
(50/1")
s0/1„
(50/1")
50/0"
(50/0")
50/0"
(so/o°)
-------------------------------I
64
Q
Son"
50111,
son"
Severely to Moderately Weathered, Very
Soft to Hard, Dark Gray White and
Green, GRANODIORITE, with Very Close
to Close Fracture Spacing
[REC=64%,RQD=1%]
RC-1
RC
60
38
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 08 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 152021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 �KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.60
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-204
4 of 4
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
IDO%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
540230.5
1446816.1
750.0
Plastic Limit Water Content Liquid Limit
Cow
Z
Z
H
X
LV
Z
a
t~
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wDESCRIPTION
OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
m
RQD
QV7
Q
or
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
Severely to Moderately Weathered, Very
Soft to Hard, Dark Gray White and
95
Green, GRANODIORITE, with Very Close
655
to Close Fracture Spacing
[REC=64%,RQD=1%]
Severely Weathered, Very Soft to
RC-2
RC
60
27
Q45
Moderately Hard, Dark Gray, and White,
GRANIODIRATE, with Very Close Fracture
100
Spacing [REC=45%,RQD=O%]
650
END OF DRILLING AT 100.0 FT
105
645
110
640
115
635
120
630
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 08 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 152021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
Truck KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized) 24.60
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-205
1 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
100%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
540124.3
1446758.0
750.0
Plastic Limit Water Content Liquid Limit
Cow
Z
Z
H
X
LV
Z
a
G
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wDESCRIPTION
OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
m
RQD
QV7
Q
or
w
REC
Q CALIBRATED PENETROMETER TON/SF
V)
[FINES CONTENT] %
Asphalt [3.0"]
5-9-12
(MH) Residual, ELASTIC SILT, reddish
S-1
SS
18
18
brown, moist, very stiff to stiff
(21)
2,
9-12-15
46 7
S-2
SS
18
18
5
745
5-5-6
(11)11
S-3
SS
18
18
(ML) SANDY SILT, reddish brown to
S-4
SS
18
18
orangish brown, wet, firm to soft
2-2-3
(5)
5
10
740
2-2-2
(4)
•
4 64.
S-S
SS
18
18
15
735
1-2-2
(4)
4
S-6
SS
18
18
20
730
2-1-3
(4)
4
S-7
SS
18
18
25
725
(ML) SANDY SILT, orangish brown, moist
to wet, stiff
S-8
SS
18
18
3-4-7
(11)
30
720
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 09 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 102021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
TruckCME55 KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
Crescent Acquisitions, LLC
PROJECT NO.:
08:13948-B
BORING NO.:
B-205
SHEET:
2 of 3
E2
PROJECT NAME:
W. Carson Blvd & S. Tryon Street
DRILLER/CONTRACTOR:
Bridger Drilling Inc.
0
SITE LOCATION:
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
LOSS OF CIRCULATION
IDO%
NORTHING:
540124.3
EASTING:
1446758.0
STATION:
SURFACE ELEVATION:
750.0
BOTTOM OF CASING
'
LV
0
DOw
Z
wW
d
QN
V)
a
Q
Z
t~
d
Q
Z
}
OV
DESCRIPTION OF MATERIAL
w
W
Q
H
Z
w
w
\
DO
Plastic Limit Water Content Liquid Limit
X
® STANDARD PENETRATION BLOWS/FT
ROCK QUALITY DESIGNATION & RECOVERY
RQD
REC
Q CALIBRATED PENETROMETER TON/SF
[FINES CONTENT] %
35
40
45
50
55
60
(ML) SANDY SILT, orangish brown, moist
to wet, stiff
715
710
705
700
695
690
3-5-10
(15)
6-6-e
(15)
s-8-17
(25)
1z-13-1z
(2s)
50/1^
(so/1„)
so/r'
(50/1")
(50/011)
t5
rs
25
Son°
So„"
:`•
i
c
1
i :
j
i
(SM) SILTY SAND, yellowish brown, wet,
medium dense
S 9
SS
18
18
S-10
SS
18
18
S-11
SS
18
18
S-12
SS
18
18
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY SAND, yellowish
brown
AUGER REFUSAL AT 61.0 FT
Moderately to Freshly Weathered, Hard
to Very Hard, Green and White to Bluish
Gray and White, GABBRO, with Close to
Moderately Close Fracture Spacing
[REC=92%,RQD=72%], UCS = 19,130 psi
:::::::7
CONTINUED ON NEXT PAGE
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 09 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 102021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
Truck CME55 KMH4
BY:
DRILLING METHOD: Mud rotary
Q WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

CLIENT:
PROJECT NO.:
BORING NO.:
SHEET:
Crescent Acquisitions, LLC
08:13948-B
B-205
3 of 3
E2
PROJECT NAME:
DRILLER/CONTRACTOR:
W. Carson Blvd & S. Tryon Street
Bridger Drilling Inc.
0
SITE LOCATION:
LOSS OF CIRCULATION
IDO%
W. Carson Blvd & S. Tryon Street, Charlotte, North Carolina 28203
NORTHING:
EASTING:
STATION:
SURFACE ELEVATION:
BOTTOM OF CASING
'
540124.3
1446758.0
750.0
Plastic Limit Water Content Liquid Limit
Cow
Z
Z
H
X
LV
Z
a
G
}
w
W
Z
\
® STANDARD PENETRATION BLOWS/FT
wDESCRIPTION
OF MATERIAL
ROCK QUALITY DESIGNATION & RECOVERY
0
d
Q
d
OV
Q
w
m
RQD
QV7
Q
or
w
REC
Q CALIBRATED PENETROMETER TON/SF
v1
[FINES CONTENT] %
RC-1
RC
36
33
Moderately to Freshly Weathered, Hard
Q
to Very Hard, Green and White to Bluish
72 92
Gray and White, GABBRO, with Close to
----------------------------------- ---------'
65
Moderately Close Fracture Spacing
685
[REC=92%,RQD=72%]
END OF CORING AT 69.0 FT
70
680
75
675
80
670
85
665
90
660
THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
SZ WL (First Encountered) N/A
BORING STARTED: Nov 09 2021
CAVE IN DEPTH: N/A
1 WL (Completion)
BORING
Nov 102021
COMPLETED:
HAMMER TYPE: Auto
SE WL (Seasonal High Water)
EQUIPMENT: LOGGED
Truck CME55 KMH4
BY:
DRILLING METHOD: Mud rotary
S`Z WL (Stabilized)
GEOTECHNICAL
BOREHOLE LOG

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
B-101
1 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
m H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION 10DY
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 742
J
F >
_
3
®STANDARD PENETRATION
o
�
3
BLOWS/FT
U)
�
(0
w
m
Gravel Thickness 7.00"
e
(CL RESIDUAL) SANDY CLAY, brown and red,
2
S-1
SS
18
18
moist, firm to stiff
3
7 19.5-0
740
q
3
S-2
SS
18
18
4
5
5
(CH) FAT CLAY, grayish brown, moist, stiff
00,
4
S-3
SS
18
18
735
4
10
g
4
S-4
SS
18
18
5
12
10
7
(ML) SANDY SILT, dark brown, moist, soft to
730
fi mn
4
S-5
SS
18
18
3
6
15
3
725
2
S-6
SS
18
18
2
4
20
2
— 720
2
S-7
SS
18
18
3
8
25
5
715
(ML) SANDY SILT, dark brown, moist, stiff
2
S-8
SS
18
18
2
1:4
30
12
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 22.0 Ws❑ WD®
BORING STARTED 11/19/19
CAVE IN DEPTH 27.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
B-101
2 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
m H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION 10DY
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 742
J
F >
_
3
®STANDARD PENETRATION
o
�
3
BLOWS/FT
U)
�
co
w
m
(ML) SANDY SILT, dark brown, moist, stiff
710
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, dark brown
50/2
S-9
SS
2
2
100+
35
705
AUGER REFUSAL @ 38.0'
40
700
45
695
50
690
55
685
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 22.0 Ws❑ WD®
BORING STARTED 11/19/19
CAVE IN DEPTH 27.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
I B-102
1 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION
LL
w zz
_
=
a
J
J
J
m
Ov
SURFACE ELEVATION 750
J
F >
_
3
®STANDARD PENETRATION
o
0
3
BLOWS/FT
U)
�
co
w
co
Gravel Thickness 4.00"
(CL FILL) SANDY CLAY, contains asphalt and
3
S-1
SS
18
14
gravel, red and brown, moist, stiff
3
10
7
(MH RESIDUAL) Elastic SILT, red and brown,
S-2
SS
18
18
moist, soft to firm
2
2
5 � " &61
5
745
3
4 0.946 :
2
S-3
SS
18
18
2
4
2
2
S-4
SS
18
16
1
4
10
740
3
2
S-5
SS
18
18
2
4
15
735
2
(ML) SANDY SILT, red and brown, moist, stiff
2
S-6
SS
18
18
5
13
20
730
8
(SM) SILTY FINE TO MEDIUM SAND, black,
moist, loose to medium dense
S
S-7
SS
18
2
5
10
25
725
5
7
IS-8
SS
18
0
11
13
30
720
2
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE Ws❑ WDE
BORING STARTED 11/19/19
CAVE IN DEPTH
WL(SHW) WL(ACR) GNE
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
I B-102
2 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 750
J
F >
_
3
®STANDARD PENETRATION
o
�
3
BLOWS/FT
U)
�
co
w
m
(SM) SILTY FINE TO MEDIUM SAND, black,
moist, loose to medium dense
(ML) SANDY SILT, brown, moist, stiff
4
S-9
SS
18
18
4
11
35
715
7
(ML) SANDY SILT, contains mica, brown, moist,
hard
$
43
S-10
SS
18
18
16
40
710
27
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, contains mica,
brown
50/2
: : 100+
45
705
AUGER REFUSAL @ 47.7'
Slightly to moderately weathered, moderately
hard to hard, black -white -gray, GRANITIC
50
RC-1
RC
60
60
ROCK, with close to moderate fracture spacing
700
[REC=100%,RQD=76%]
END OF CORING @ 52.7'
55
695
60
690
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE WS❑ WD®
BORING STARTED 11/19/19
CAVE IN DEPTH
WL(SHW) WL(ACR) GNE
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
I B-103
1 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
m H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION 29>
LL
w zz
_
=
a
J
J
J
m
Ov
SURFACE ELEVATION 750
J
F >
_
3
®STANDARD PENETRATION
o
0
3
BLOWS/FT
U)
�
co
w
co
Gravel Thickness [12.00"]
moo a
0
(CL RESIDUAL) SANDY CLAY, red and brown,
2
S-1
SS
18
18
moist, soft
2
4
2
(MH) ELASTIC SILT, red and brown, moist, stiff
3
S-2
SS
18
18
4
24.fl-0 - -L--49
5
745
5
28:
(MH) ELASTIC SILT, trace clay, red and brown,
S-3
SS
18
18
moist, firm
2
3
(SM) SILTY SAND, red and brown, moist, loose
3
S-4
SS
18
18
2
5
10
740
3
(SM) SILTY FINE TO MEDIUM SAND, contains
mica, brown, moist, very loose to loose
S-5
SS
18
18
2
4
15
735
2
2
S-6
SS
18
18
3
7
20
730
4
2
S-7
SS
18
18
2
25
725
3
WOH
IS-8
SS
18
18
3
8
30
720
a
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 28.0 Ws❑ WDE
BORING STARTED 11/19/19
CAVE IN DEPTH 27.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
I B-103
2 OF 2
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
m H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION 10DY
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 750
J
F >
_
3
®STANDARD PENETRATION
o
�
3
BLOWS/FT
U)
�
co
w
m
(SM) SILTY FINE TO MEDIUM SAND, contains
mica, brown, moist, very loose to loose
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SILTY FINE TO MEDIUM SAND,
contains mica, brown
44
S-9
SS
6
6
50/0
: 100+
35
715
50/0
100+
AUGER REFUSAL @ 39.0'
40
710
45
705
50
700
55
695
60
690
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 28.0 Ws❑ WDE
BORING STARTED 11/19/19
CAVE IN DEPTH 27.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
I B-104
1 OF 1
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
m H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION 29>
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 751
J
F >
_
3
®STANDARD PENETRATION
o
0
3
U)
�
co
w
inBLOWS/FT
Gravel Thickness [12.00"]
moo a
750
7
(CH FILL) FAT CLAY, red and brown, moist,
S-1
SS
18
18
very stiff
18 96.3♦
10
(MH RESIDUAL) ELASTIC SILT, red and
S-2
SS
18
18
brown, moist, very stiff
6
:16
5
10
745
(ML) SANDY SILT, red and brown, moist, firm
S-3
SS
18
18
to stiff
3
4
7
3
2
S-4
SS
18
18
3
7
10
4
740
2
S-5
SS
18
18
4
11
15
735
(ML) SANDY SILT, brown, moist, very stiff
5
S-6
SS
18
18
7
21
20
14
730
(PWR) PARTIALLY WEATHERED ROCK
SAMPLED AS SANDY SILT, brown
30
50/5
S-7
SS
11
11
100+
25
725
So/o
t8s
0
0
AUGER REFUSAL @ 28.5'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE ws❑ WD®
BORING STARTED 11/19/19
CAVE IN DEPTH 21.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 75 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

CLIENT
Job#:
BORING
SHEET
Crescent Communities
08:13948
B-105
1 OF 1
E
PROJECT NAME
ARCHITECT -ENGINEER
W. Carson Blvd & S. Tryon Street Site - GEO
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
W. Carson Blvd & S. Trvon Street Charlotte Mecklenburg County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
r
H
w
LIMIT% CONTENT% LIMIT%
n
O
z
a
p
BOTTOM OF CASING 1W LOSS OF CIRCULATION
LL
w zz
_
a
2
i
2
Ov
SURFACE ELEVATION 742
J
F >
_
3
®STANDARD PENETRATION
o
�
3
BLOWS/FT
U)
�
co
w
m
Gravel Thickness [12.00"]
moo a
(SC FILL) CLAYEY FINE TO MEDIUM SAND,
3
S-1
SS
18
12
contains asphalt, black and brown, moist, loose
Tao
4
8
(SC RESIDUAL) CLAYEY FINE TO MEDIUM
S-2
SS
18
16
SAND, brownish red, moist, very loose to loose
2
3
7
5
4
S-3
SS
18
2
735
2
4
2
3
S-4
SS
18
17
4
10
4
8:
(PWR) PARTIALLY WEATHERED ROCK
730
SAMPLED AS SILTY FINE TO MEDIUM SAND,
brownish red
50/3
5
SS
3
100+
15
0
725
50/0
100+
6
0
0
AUGER REFUSAL @ 17.0'
RC-1
RC
24
4
Moderately weathered, medium hard, gray,
GRANITIC ROCK, with close fracture spacing
;;;;
REC=6%,RQD=O%
Slightly to moderately weathered, medium hard
20
to hard, black -white -gray, GRANITIC ROCK,
RC-2
RC
60
57
with close to moderate fracture spacing [REC=
100%,RQD=27%]
720
END OF CORING @ 24.0'
25
715
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL GNE Ws❑ WDE
BORING STARTED 11/19/19
CAVE IN DEPTH 16.0
WL(SHW) WL(ACR)
BORING COMPLETED 11/19/19
HAMMER TYPE Auto
4 WL
RIG CME 55 FOREMAN T. Hall
DRILLING METHOD H.S.A 3.25

Begin Run 1
47.7 ft
W. Carson Blvd and S. Tryon Street
Site
ECS Southeast Project No. 08:13948
Client: Crescent Communities
Boring: B-102
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
SCALE IN FEET
End Run 1
52.7 ft

Begin Run 1
17.0 ft
W. Carson Blvd and S. Tryon Street
Site
ECS Southeast Project No. 08:13948
Client: Crescent Communities
Boring: B-105
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
SCALE IN FEET
Begin Run 2
19.0 ft
End Run 2
24.0 ft

Begin Run 1
40.0 ft
W. Carson Blvd & S. Tryon St
Charlotte, Mecklenburg County, North Carolina
ECS Southeast Project No. 08:13948-B
Rock Core Photographs: Boring B-201
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
I I I I I I
SCALE IN FEET
Begin Run 2
45.0 ft
End Run 2
50.0 ft
1of5

Begin Run 1
67.0 ft
Begin Run 2
72.0 ft
W. Carson Blvd & S. Tryon St
Charlotte, Mecklenburg County, North Carolina
ECS Southeast Project No. 08:13948-B
Rock Core Photographs: Boring B-202
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
I I I I I I I I
SCALE IN FEET
End Run 1
72.0 ft
End Run 2
77.0 ft
2of5

Begin Run 1
65.0 ft
Begin Run 2
70.0 ft
W. Carson Blvd & S. Tryon St
Charlotte, Mecklenburg County, North Carolina
ECS Southeast Project No. 08:13948-B
Rock Core Photographs: Boring B-203
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
I I I I I I I I
SCALE IN FEET
End Run 1
70.0 ft
End Run 2
75.0 ft
3of5

Begin Run 1
90.0 ft
Begin Run 2
95.0 ft
W. Carson Blvd & S. Tryon St
Charlotte, Mecklenburg County, North Carolina
ECS Southeast Project No. 08:13948-B
Rock Core Photographs: Boring B-204
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
I I I I I I I I
SCALE IN FEET
End Run 1
95.0 ft
End Run 2
100.0 ft
4of5

Begin Run 1
61.0 ft
W. Carson Blvd & S. Tryon St
Charlotte, Mecklenburg County, North Carolina
ECS Southeast Project No. 08:13948-B
Rock Core Photographs: Boring B-205
0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0
I I I I I I I I
SCALE IN FEET
End Run 1
64.0 ft
5of5

APPENDIX C — Laboratory Testing
Laboratory Testing Summary
Atterberg Limits Results Summary
Rock Core Compressive Strength Summary

Laboratory Testing Summary
Sample Location
Sample
Number
Depth
(feet)
AMC
( /°)
Soil
Type
Atterberg Limits
"Percent
Passing
No. 200
Sieve
Moisture - Density
CBR (%)
#Organi°c
Content (/°)
LL
PL
PI
<Maximum
Density (pcf)
<Optimum
Moisture (%)
0.1 in.
0.2 in.
B-201
S-3
6-7.5
18.5
`CL
41
18
23
53.7
B-201
S-5
13.5-15
25.8
B-202
S-3
6-7.5
31.7
`CH
68
29
39
81.9
B-202
S-5
13.5-15
25.4
B-203
S-1
1-2.5
17.1
*ML
45
29
16
54.5
B-203
S-2
3.5-5
32.5
B-203
S-6
18.5-20
40.1
B-204
S-2
3.5-5
35.7
'MH
79
45
34
97.9
B-204
S-5
13.5-15
45.2
B-204
S-6
18.5-20
68.1
Notes: See test reports for test method, ^ASTM D2216-19, *ASTM D2488, *ASTM D1140-17, #ASTM D2974-20e1 < See test report for D4718 corrected
values
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
Project: W. Carson Blvd & S. Tryon Street Site - Additional GEO
Client: Crescent Acquisitions, LLC
Project No.: 08:13948-B
Date Reported: 12/9/201
Office / Lab
ECS Southeast LLP - Charlotte
Address
1812 Center Park Drive
Suite D
Charlotte, NC 28217
Office Number / Fax
[phone]
[phone]

Laboratory Testing Summary
Sample Location
Sample
Number
Depth
(feet)
AMC
( /°)
Soil
Type
Atterberg Limits
"Percent
Passing
No. 200
Sieve
Moisture - Density
CBR (%)
#Organi°c
Content (/°)
LL
PL
PI
<Maximum
Density (pcf)
<Optimum
Moisture (%)
0.1 in.
0.2 in.
B-205
S-2
3.5-5
36.2
'MH
77
46
31
96.2
B-205
S-4
8.5-10
48.2
B-205
S-5
13.5-15
64.8
Notes: See test reports for test method, ^ASTM D2216-19, *ASTM D2488, *ASTM D1140-17, #ASTM D2974-20e1 < See test report for D4718 corrected
values
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
Project:
Client:
W. Carson Blvd & S. Tryon Street Site - Additional GEO
Crescent Acquisitions, LLC
Project No.: 08:13948-B
Date Reported: 12/9/201
Office / Lab
ECS Southeast LLP - Charlotte
Address
1812 Center Park Drive
Suite D
Charlotte, NC 28217
Office Number / Fax
[phone]
[phone]

Laboratory Testing Summary
Pacie 1 of 1
Atterberg Limits3
Percent
Moisture - Density (Corr.)5
Boring
Sample
Depth
MC1
Soil
Passing
Maximum
Optimum
CBR
Number
Number
(feet)
N
Type2
LL
PL
PI
No.200
Density
Moisture
Value6
Other
Sieve4
(pcf)
M
B-101
S-1
1.00 - 2.50
19.5
B-102
S-2
3.50 - 5.00
40.9
MH
61
46
15
B-103
S-2
3.50 - 5.00
24.0
CL
49
28
21
B-104
S-1
1.00 - 2.50
36.3
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. 13948
Project Name: W. Carson Blvd & S. Tryon Street Site
ECS SOUTHEAST, LLP
1812 Center Park Drive, Suite D
PM: Trey Hendrick
Charlotte, NC 28217
PE: Marc F. Plotkin
Phone: [phone]
--m Fax: [phone]
Printed On: December 9, 2021

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary
for natural soils
50
P
L
O
A
t
S
T
40
`�O.
I
C
T 30
Y
I
N
D
E
��•
X
20
`1 .
10
CL-ML
ML or OL
MH or OH
0
0
10
20
30 40
50 60
70 80 90 100 110
LIQUID LIMIT
TEST RESULTS
Sample
Location
Sample
Number
Sample
Depth (ft)
ILL
PL
PI
%<#40
%<#200
AASHTO
USCS
Material Description
B-201
S-3
6-7.5
41
18
23
53.7
B-202
S-3
6-7.5
68
29
39
81.9
B-203
S-1
1-2.5
45
29
16
54.5
B-204
S-2
3.5-5
79
45
34
97.9
�c
B-205
S-2
3.5-5
77
46
31
96.2
Project: W. Carson Blvd & S. Tryon Street Site - Additional GEO
Client: Crescent Acquisitions, LLC
Project No.: 08:13948-B
Date Reported: 12/9/2021
Office /Lab Address Office Number/ Fax
Egs 1812 Center Park Drive [phone]
ECS Southeast LLP - Charlotte Suite D
Charlotte, NC 28217 [phone]

Tested By:

W. Carson Blvd & S. Tryon St
Charlotte, North Carolina
E ECS Project No. 13948-B
Compressive Strength of Rock Cores
Depth of
Length After
Diameter
Load
Adjusted Area (')
Compressive
Rock Core
Boring
Sample
Cutting
LID Ratio
Strength
Fracture Type
Designation
Number
(ft)
(in)
(in)
(lbs)
(in)
(psi)
RS-1
B-102
52.1-52.5
4.354
1.976
30440
3.090
2.2
9852
Columnar
RS-2
B-202
67.6-67.0
4.255
1.987
48646
3.139
2.1
15498
Cone and Shear
RS-3
B-205
1 62.4-62.8
1 4.287
1 1.981
1 59613
3.115
2.2
19137
Columnar
(1) Adjusted area calculated based on strain during compressive strength testing

APPENDIX D — Supplemental Information
Provided Subsurface Information

Table 1: Subsurface Conditions Provided
Boring
Ground
Surface
Elevation
(ft)
Depth to
PWR
(ft)
Elevation of
PWR
(ft)
Depth to Refusal
(ft)
Elevation of
Refusal (ft)
B-1
750
43.5
707
56.2
694
B-2
747
69.0
678
76.1
671
B-3
738
64.5
674
66.4
672
B-4
749
38.5
711
--
--
B-5
750
13.5
737
32.0
718
B-6
748
48.5
700
49.0
699
B-7
736
24.0
712
35.6
700
B-8
750
19.5
731
53.5
697
B-9
746
33.5
713
55.0
691
B-10
741
23.5
718
39.5
702
B-11
744
8.5
736
23.0
721
B-12
740
13.5
727
36.0
704

r- Geotechnical- Engineering Report ---)
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering 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 given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the client's goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
• the structure's location and orientation on the site; and
• other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the site's size or shape;
• the function of the proposed structure, as when it's
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an `apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a site's
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
• confer with other design -team members,
• help develop specifications,
• review pertinent elements of other design professionals'
plans and specifications, and
• be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include 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 personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
SEA ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent