26019_Mid Town Used Cars_Geotechnical Rpt_20191213

ECS Southeast,, LLP
Preliminary Geotechnical Engineering Report
West Carson Boulevard & South Tryon Street Site
Charlotte, Mecklenburg County, North Carolina
ECS Project Number 08:13948
December 13, 2019
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ECS SOUTHEAST LLP 'Se ttingthe Standardfor Service'
M�� Geotechnical • Construction Materials • Environmental • Facilities
December 13, 2019
Mr. Blake Bickmore
Crescent Acquisitions, LLC
227 West Trade Street, Suite 1000
Charlotte, North Carolina 28202
Reference: Preliminary Subsurface Exploration and Geotechnical Engineering Report
West Carson Boulevard & South Tryon Street Site
1102, 1106, and 1018 South Tryon Street
Charlotte, Mecklenburg County, North Carolina
ECS Project Number: 08-13948
Dear Mr. Bickmore:
ECS Southeast, LLP (ECS) has completed the preliminary subsurface exploration and geotechnical
engineering analyses for the above -referenced project. Our services were performed in general
accordance with our Proposal No. 08:24100P, dated November 13, 2019. This report presents our
understanding of the geotechnical aspects of the project, along with the results of the field exploration
conducted, and our preliminary design and construction recommendations.
Additional subsurface exploration and geotechnical engineering analysis will be required as this project
scope is refined. ECS will provide recommendations for additional geotechnical services as the project
design progresses.
it has been our pleasure to be of service during the preliminary design phase of this project. We would
appreciate the opportunity to remain involved during the continuation of the design phase and to
provide our services during construction phase operations to verify the assumptions of subsurface
conditions made for this report. Should you have any questions concerning the information contained
in this report, or if we can be of further assistance to you, please contact us.
Respectfully submitted,
ECS. Southeast LLP
i' Kevin J. Diner, E.I.
Geotechnical Staff Project Manager
KDiner@ecslimited. com
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Marc F. Plotkin, P.E., D. GE.
Principal Engineer
MPlotkin ecslimited.com
NC Registration No. 03955
LautEill, P.E.
Geotechnicol Department Manager
LHill ecslirnited.cam
1812 Center Park Drive, Suite D. Charlotte, NC 28217 • T: 704,525.5152 • F7 704.357.0023 + ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC 0 ECS Mid -Atlantic, LLC • ECS Midwest, LLC + ECS Southeast, LLP • ECS Southwest, LLP

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page ii
TABLE OF CONTENTS
EXECUTIVE SUMMARY............................................................................................................... 1
1.0 INTRODUCTION.................................................................................................................... 2
1.1 General...................................................................................................................................2
1.2 Scope of Services....................................................................................................................2
1.3 Authorization..........................................................................................................................3
2.0 PROJECT INFORMATION.......................................................................................................4
2.1 Project Location......................................................................................................................4
2.2 Past/Current Site History/Uses..............................................................................................4
2.3 Proposed Construction...........................................................................................................5
3.0 FIELD EXPLORATION............................................................................................................. 6
3.1 FIELD EXPLORATION PROGRAM.............................................................................................6
3.1.1 Soil Borings...................................................................................................................6
3.1.2 Rock Coring...................................................................................................................6
3.2 Regional/Site Geology............................................................................................................6
3.3 subsurface Characterization...................................................................................................7
3.4 Groundwater Observations....................................................................................................7
4.0 LABORATORY SERVICES........................................................................................................ 8
4.1 Soil LAboratory Testing..........................................................................................................8
4.2 Rock Laboratory Testing.........................................................................................................8
5.0 PRELIMINARY RECOMMENDATIONS..................................................................................... 9
5.1 Foundations............................................................................................................................9
5.1.1 Shallow Foundations on PWR.......................................................................................9
5.1.2 Spread Footing on Crystalline Rock............................................................................10
5.1.3 Deep Foundations: Drilled Pier Foundations..............................................................10
5.2 Seismic Design Considerations.............................................................................................13
5.3 Below Grade Excavation.......................................................................................................13
5.4 Lateral Earth PressureS........................................................................................................14
5.5 Dewatering...........................................................................................................................15
5.6 Construction Considerations................................................................................................16
5.7 Temporary Support Of Excavation.......................................................................................16
6.0 CLOSING.............................................................................................................................
19
ADDi:Kjni FC
Appendix A — Drawings & Reports
• Site Vicinity Map
• Boring Location Diagram
• Foundation System Regions
• Preliminary Drilled Shaft Tip Elevations
• Cross Sections A -A' and B-B'
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Boring Logs B-101 through B-105
Appendix C — Laboratory Testing
• Laboratory Test Results Summary
Appendix D —Supplemental Information
• Provided Subsurface Information

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 1
EXECUTIVE SUMMARY
This report contains the results of the preliminary subsurface exploration and geotechnical
engineering evaluation for project site located at 1102, 1106, and 1018 South Tryon Street in
Charlotte, Mecklenburg County, North Carolina. Based on the available information, the site is
identified as Mecklenburg County Parcel Identification Numbers (PINS) 07305302 through
07305305 and consists of approximately 2.77 acres. The project is currently in the schematic design
phase and currently includes a 7-story Multi -Family structure, 8-story concrete podium parking
garage with 21 stories of Office above the parking garage, and a 13-story hotel. Up to three
basement levels are currently planned. No additional information has been provided at this time.
The results of our exploration and geotechnical recommendations are summarized as follows:
• The subsurface conditions disclosed by the borings generally consisted of surficial materials,
existing fill, residual soils, Partially Weathered Rock (PWR), and crystalline rock to the
explored depths of the borings, summarized as:
o Existing fill soils were encountered in Borings B-102, B-104, and B-105 and
typically consisted of Sandy CLAY (CL), Fat CLAY (CH), and Clayey SAND (SC) and
extended to a depth of approximately 3 feet below existing grades.
o Residual soils were encountered beneath the surficial organic laden soils or
existing fill and generally consisted of Sandy SILT (ML), Elastic SILT (MH), Fat CLAY
(CH), Lean CLAY (CL), Clayey SAND (SC), and Silty SAND (SM) and extended to
depths ranging from 12 to 42 feet below the existing ground surface.
o Partially weather rock (PWR) was encountered beneath residual soils at each of
the borings at depths of approximately 12 to 42 feet and encountered auger
refusal at depths ranging from 17 to 48 feet below existing grades.
o Bedrock consisted primarily of medium hard, gray to white, GRANITE. Granite
was primarily slightly weathered to moderately weathered and fracturing was
closely to moderately spaced. Infilling for silts and clays were noted on some of
the fractures. At B-105 the first run RC-1 had minimum recovery and consisted of
sedimentary material. RQDs ranged from 0% to 76 %.
• Based on the preliminary information provided, foundations systems including shallow
foundation bearing on PWR, shallow foundations on crystalline rock, and deep foundations
consisting of drilled shafts will be appropriate.
• A Seismic site class "C" may be used for this site based on shear -wave velocity data
Specific information regarding the subsurface exploration procedures, the site and subsurface
conditions at the time of our exploration, and our conclusions and recommendations concerning
the geotechnical design and construction aspects of the project are discussed in detail in the
subsequent sections of this report. Please note this Executive Summary is an important part of this
report but should be considered a "summary" only. The subsequent sections of this report
constitute our findings, conclusions, and recommendations in their entirety. Furthermore, ECS
should review our findings and recommendations in their entirety once the final project criteria
have been established.

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ECS Project No. 08:13948 Page 2
1.0 INTRODUCTION
1.1 GENERAL
The purpose of this study was to provide preliminary subsurface conditions for the proposed
development at the northeast corner of West Carson Boulevard and South Tryon Street and to
evaluate those conditions with regard to general site development. The project site is located at
1102, 1106, and 1018 South Tryon Street in Charlotte, Mecklenburg County, North Carolina. Based
on the available information, the proposed 2.77 acre site is identified as Mecklenburg County Parcel
Identification Numbers (PINS) 07305302 through 07305305.
Based on our review of the provided conceptual schematics, survey plans and phone conversations
with Crescent Acquisitions, the site will be developed into a mixed multi -use facility including the
following:
• A 21-story, 420,000 square foot office tower
• A 13-story, 200 room hotel
• 100 residential apartment units
• 13,000 square feet of retail space
• An 8 level parking structure
For the conceptual design phase of this project it is anticipated that the proposed structures may
extend up to three stories below the existing grade. No additional information has been provided
to ECS at this time.
This report contains the results of our preliminary subsurface exploration and laboratory testing
program, site characterization, preliminary foundation recommendations and construction
consideration based on the anticipated structure.
1.2 SCOPE OF SERVICES
Our scope of services for this phase of work included a preliminary subsurface exploration with soil
test borings, laboratory testing, and preparation of this report. Overall, five (5) widely spaced test
borings were performed across the site to depths ranging from approximately 24 to 52.7 feet below
existing ground surface.
In addition to the subsurface exploration, ECS reviewed subsurface information provided by
Crescent. The provided information included a summary table of borings by others that showed
depth to Partially Weathered Rock (PWR) and depth to Crystalline or Hard Rock. ECS was only
provided the summary table and exploration methods were not provided. The provided
information is included in Appendix D of this report.
This preliminary report discusses our exploratory and testing procedures, presents our preliminary
findings and evaluations, and includes the following:
• Information on site conditions including geologic information and special site features;
• Description of the field exploration and laboratory tests performed;

West Carson Boulevard & South Tryon Street Site
ECS Project No. 08:13948
December 13, 2019
Page 3
• Final logs of the soil borings and records of the field exploration and laboratory tests, including
a boring location diagram and vicinity map;
• Preliminary foundation recommendations including recommendations for shallow and deep
foundations and ground improvement techniques;
• Preliminary construction concerns associated with different types of foundation systems;
• Seismic site classification per North Carolina Building Code based on the average N-method;
• Recommendations for additional geotechnical subsurface exploration, instrumentation,
geophysical testing and laboratory testing;
• Preliminary recommendations regarding construction considerations including excavation
support and dewaterting.
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 08:24100P dated November 13,
2019, as authorized by Mr. Blake Bickmore with Crescent Acquisitions, LLC by issuing a Consulting
Agreement on November 19, 2019 and includes the Terms and Conditions of Service outlined with
our Proposal.

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ECS Project No. 08:13948 Page 4
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
The project site is located at 1102, 1106, and 1018 South Tryon Street in Charlotte, Mecklenburg
County, North Carolina, as shown in the Site Location Diagram (Figure 2.1.1) below, and Site Vicinity
Map included in the Appendix A.
Figure 2.1.1 Site Location Diagram
2.2 PAST/CURRENT SITE HISTORY/USES
The proposed 2.77 acre site is bounded to the southwest by West Carson Boulevard, to the
northwest by Winnifred Street, the southeast by South Tryon Street and the northeast by property
owned by Broadstone Morehead, LLC.
Based on the provided land information and our review of the available aerial imagery the major of
the site is an asphalt -paved and gravel parking lot with numerous retaining walls located across the
northwestern portion of site and another retaining on the northeastern property line. 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. Based review of aerial imagery minimal changes
have occurred across the site dating back to 1993. The past use discussion is not considered a
comprehensive or in-depth review of the site history, rather a brief overview of available aerial
imagery.

West Carson Boulevard & South Tryon Street Site
ECS Project No. 08:13948
2.3 PROPOSED CONSTRUCTION
December 13, 2019
Page S
We understand the current plans are purely conceptual. Based on our review of the provided
conceptual schematics, survey plans and phone conversations with Crescent Acquisitions, LLC, the
site will be developed into a mixed multi -use facility including the following:
• A 21-story, 420,000 square foot office tower
• A 13-story, 200 room hotel
• 100 residential apartment units
• 13,000 square feet of retail space
• An 8 level podium parking structure
For the conceptual design phase of this project it is anticipated that the proposed structures may
extend up to three stories below the existing grade (no greater than 40 feet). We anticipate isolated
column loads will exceed 3,000 kips.

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ECS Project No. 08:13948 Page 6
3.0 FIELD EXPLORATION
3.1 FIELD EXPLORATION PROGRAM
The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms and to evaluate subsequent field data to assist in the
determination of preliminary geotechnical recommendations.
3.1.1 Soil Borings
The subsurface conditions were explored by drilling five (5) widely spaced soil borings across the
site. The soil borings were performed using a truck -mounted CME-75 drill rig utilizing hollow stem
auger drilling techniques to advance the boreholes. Borings were generally advanced to depths
ranging from 7.3 feet to 25 feet below the existing ground surface.
Boring locations were located in the field by ECS personnel using handheld GPS technology and
existing landmarks as reference prior to mobilization of our drilling equipment. The approximate
as -drilled boring locations are shown on the Boring Location Diagram in Appendix A. Ground
surface elevations noted on our boring logs were referenced from topographic information
provided and should be considered approximate.
Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general
accordance with ASTM D 1586. Small representative samples were obtained during these tests and
were used to classify the soils encountered. The standard penetration resistances obtained provide
a general indication of soil shear strength and compressibility.
3.1.2 Rock Coring
Rock coring was performed at auger refusal in Borings B-102 and B-105. Rock coring was performed
in accordance with the Standard Practice for Rock Core Drilling and Sampling of Rock for Site
Exploration (ASTM D2113). Conventional rock coring methods were performed using a five foot,
long, double barrel core barrel and an NQ (2.16 outer diameter) size bit. Core runs were typically
performed in five foot runs and each core was logged for rock type, color, grain size, weathering,
fracturing, bedding, hardness, and additional characteristics. For each core run, the recovery was
recorded and the Rock Quality Designation (RQD) was calculated. The RQD is the total length of
competent (fresh to slightly weathered) rock four inches or longer over the total length of the run
and listed as a percentage.
3.2 REGIONAL/SITE GEOLOGY
The site is located in the Piedmont Physiographic Province of South Carolina. The native soils in the
Piedmont Province consist mainly of residuum with underlying saprolites weathered from the
parent bedrock, which can be found in both weathered and unweathered states. Although the
surficial materials normally retain the structure of the original parent bedrock, they typically have
a much lower density and exhibit strengths and other engineering properties typical of soil. In a
mature weathering profile of the Piedmont Province, the soils are generally found to be finer
grained at the surface where more extensive weathering has occurred. The particle size of the soils
generally becomes more granular with increasing depth and gradually changes first to weathered
and finally to unweathered parent bedrock. The mineral composition of the parent rock and the
environment in which weathering occurs largely control the resulting soil's engineering
characteristics. The residual soils are the product of the weathering of the parent bedrock.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 7
It is apparent that the natural geology has been modified in the past by grading activities that
included the placement of fill materials or disturbance of the residual soils throughout the site. The
quality of man-made fills 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 fills can sometimes be made based on the N-
values obtained and observations of the materials sampled in the test borings.
3.3 SUBSURFACE CHARACTERIZATION
The following sections provide generalized characterizations of the soil and rock strata encountered
during our subsurface exploration. For subsurface information at a specific location, refer to the
Boring Logs in Appendix B.
Table 3.3.1 Subsurface Stratigraphy
Approximate
Ranges of SPTM
Depth Range
Stratum
Description
N60-values
(ft)
(bpf)
0 to 1
N/A
Surficial materials consisting of 4 to 12 inches of gravel was
N/A
encountered.(2)
FILL (3) — Clayey SAND (SC), Fat CLAY (CH), and Lean CLAY
1 to 3
I
(ML)
10 to 18
1 to 42
II
RESIDUAL —Silty SAND (SM), Clayey SAND (SC), Sandy SILT
4 to 43
(ML), Elastic SILT (MH), Fat CLAY (CH), and Silty CLAY (CL).
PARTIALLY WEATHERED ROCK(4)(1) sampled as Silty SAND
12 to 47
III
(SM) and Sandy SILT (ML).
100+
Notes: (1) Standard Penetration Test
(2) Please note that the surficial materials are driller -reported. Therefore, they should not be used in surficial material removal
takeoffs.
(3) Fill was encountered at Boring B-102, B-104, and B-105.
(4) Partially Weathered Rock (PWR) is defined as residual material exhibiting SPT N-values greater than 100 bpf.
(5) Partially Weathered Rock (PWR) was encountered at each boring location.
3.4 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. 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 was not encountered within
Boring B-102. Cave-in of a soil test boring can be caused by groundwater hydrostatic pressure, weak
soil layers, and/or drilling activities (i.e. drilling fluid circulation or advancement of bit).
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-off,
utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring and the lowest levels occur in late summer and
fall. Depending on time of construction, groundwater may be encountered at shallower depths
and locations not explored during this study. If encountered during construction, engineering
personnel from our office should be notified immediately.

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ECS Project No. 08:13948 Page 8
4.0 LABORATORY SERVICES
The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations. The following paragraphs briefly discuss
the results of the completed laboratory testing program.
A geotechnical staff professional visually classified each soil sample from the test borings on the
basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and
ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures). After
classification, the staff professional then grouped the various soil types into the major zones noted
on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses
following the soil descriptions on the boring logs. The stratification lines designating the interfaces
between earth materials on the boring logs are approximate; in situ, the transitions may be gradual.
4.1 SOIL LABORATORY TESTING
In addition to visual classification, ECS performed six (6) natural moisture content tests and three
(3) Atterberg limits tests on selected soil samples obtained from within the borings. The laboratory
testing was performed in general accordance with the applicable ASTM standards. The results of
the laboratory testing are presented on the respective Boring Logs and on the Laboratory Testing
Summary included in the Appendix C.
4.2 ROCK LABORATORY TESTING
Unconfined compression strength testing was performed in general accordance with the Uniaxial
Compressive Strength of Rock (ASTM D7012 Method C). One test was perform from Boring B-102
at a depth of 52 feet and the unconfined compressive strength of the rock is approximately 9,850
psf. The UCS test report is included in Appendix C.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 9
5.0 PRELIMINARY RECOMMENDATIONS
Based on previously performed subsurface exploration and our recent subsurface exploration
programs, subsurface conditions across the site vary greatly and changes can occur over relatively
short distances. Based on the limited number of borings performed across the site, the depth to
adequate bearing material may vary greatly. The following sections provide some preliminary
foundation recommendations, construction considerations and recommendations for additional
subsurface exploration to assist in better subsurface classification.
5.1 FOUNDATIONS
The appropriate foundation system(s) for the proposed project will depend upon the final
basement level(s). Based on discussion the conceptual below grade design will include three stories
below grade and for our purposed we will assume no more than 40 feet below existing grade. Based
on the wide variation in depth to partially weathered rock and competent bedrock across the site
a variety of foundations may be required to support the heavy loads. Based on the anticipated
basement depth, we believe the structure will be supported on a combination of:
• Spread Footings Bearing on PWR,
• Spread Footings Bearing on Crystalline Rock, and
• Drilled Shafts (or Caisson's).
Appropriate foundation systems for various portions of the building should be selected once the
final building layout is determined. However, as foundation systems will impact the overall cost of
the building, the following sections provide preliminary design guidance and construction cost
considerations for the various foundations systems including spread footings on PWR and hard
rock, and deep foundation systems such as drilled piers. Depending on potential uplift loads, rock
anchors may be considered as part of the final foundation system.
For preliminary planning purposes, Figure 3 identifies the portions of the site where we anticipate
each of these three foundation systems will be required. This assumes a basement level of at lest
40 feet below grade. If the basements are removed, or limited to one to two below grade levels,
drilled shafts or Caisson's should be considered for planning purposes.
5.1.1 Shallow Foundations on PWR
Where foundation excavation extends through the existing fill and residual soils at the site, Spread
Footings bearing on PWR or Crystalline Rock may be considered as the primary foundation system.
Depending on column loading, spread footings on PWR may become relative large. If footing size
exceeds Y2 the column bay spacing (i.e. 15 foot wide footings in a 30 foot bay spacing), it may be
necessary to consider mat foundations in lieu of spread footings; however, ECS should review these
conditions on a case by case basis as the design progresses.
For shallow spread footings bearing on PWR a preliminary allowable bearing pressure on the order
of 15,000 to 20,000 psf may be considered. This bearing pressure should be confirmed through a
final subsurface exploration once footing locations and column loads are known A minimum wall
and column footing dimension of 24 and 36 inches, respectively should be maintained to reduce
the possibility of localized, punching shear failure.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 10
5.1.2 Spread Footing on Crystalline Rock
We anticipate a portion of the basement excavation will extend through the residual soils and PWR
and into the underlying Crystalline Rock. In these areas, the structure may be supported on spread
footings bearing directly on the Crystalline Rock. The net allowable bearing capacity will be
dependent on the rock quality of the bearing rock strata. For preliminary design purposes, a net
allowable bearing pressure of 100 kips per square foot (ksf) is recommended. Based on our
experience with high capacity column loading in the Uptown Charlotte area, increased bearing
pressures are achievable. However, the use of increased bearing pressures should be considered
in the final design and require close field observations and testing during construction to confirm
the quality of the rock directly beneath the footings. In addition, additional field and laboratory
testing are required to evaluate the quality and consistency of the rock beneath each individual
footing location.
Careful inspection of the foundation bearing material is critical to determine if the above criteria
can be achieved. Of particular concern is the potential for soil-infilled seams, fractures or
discontinuities which may underlie the rock below the bearing level. Additional subsurface
exploration including rock cores are an integral part of the next phase of design to determine the
depths to competent bedrock and potential weathering and fracturing. Rock cores should be
performed across the site to depths 10 to 30 feet below the proposed foundation excavation.
To evaluate the potential for discontinuities and mud filled seams during construction probe holes
should be drilled to a depth of at least two footing widths (with a minimum of five feet) below the
bearing level, and the probe holes inspected by the geotechnical engineering. At least one probe
hole should be drilled for each isolated footing and a minimum of every 25 feet for a mat
foundation. Depending on the orientation and extend of the seams beneath the foundation, it may
be necessary to clean out the seams and inject a cementitious grout or dental concrete to depth of
four to five times the width of the seam. However, if this is not feasible for specialty contractors it
might be necessary to lower the foundation elevation below the depths where the seams were
encountered. The actual bearing elevation of the foundation can only be determined during
construction. In additional, blasting of the bedrock to achieve bearing grade can create fissures and
cracks that will significantly reduce the allowable bearing pressure of rock. Therefore, a blasting
program designed to minimize fracturing and rock upheaval should be employed near the
foundation bearing level.
Spread footings bearing on rock with corresponding RQD values less than 80 percent, should be
evaluated by the geotechnical engineer and may require remediation using a cementitious grout
installed under pressure. It should be noted that these bearing capacity are only to represent static
axial loading conditions. Additional recommendations regarding remediation of fracture rock will
can be provided once the final foundation plan and additional subsurface exploration occur.
5.1.3 Deep Foundations: Drilled Pier Foundations
A deep foundation system consisting of drilled piers can be utilized to support the structures where
PWR and/or crystalline rock are not exposed as part of basement excavation.
Drilled Pier Design Considerations
Top of bedrock was indicated by rock coring or auger refusal was encountered between 12 feet and
greater than 90 feet below the ground surface. Based on this variability in rock depth, drilled shaft
foundations are only recommended on a portion of the site. However, if the basement levels are

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 11
eliminated from the project, drilled shafts may be required for the entire structure. Figure 3 shows
the area where drilled shafts are anticipated based on the current basement level. Figure 4 shows
preliminary drilled shaft tip elevations if the basement levels are eliminated. These tip elevations
are intended to assist with construction cost estimates and are not intended as file drilled shaft tip
elevations.
Based on our experience with nearby structures allowable end bearing capacities on the order of
125 ksf to 200 ksf are achievable. For planning purposes we recommend that a preliminary end
bearing resistance of the 150 ksf for drilled piers bearing on bedrock excavated with a heavy drilling
machine discussed below. As such, rock excavation must be accounted for in the preliminary cost
estimate as well as in the bid documents. The amount of rock excavation required will depend
upon the quality of the rock and may vary from less than a foot to several pier diameters in depth.
For preliminary cost estimates an average rock excavation of % the pier diameter should be applied
to all piers to generate a rock excavation budget for the project if drilled piers are considered.
Properly designed and constructed drilled piers will result in settlements of less than a % inch with
differential settlements equals to about half the total settlement.
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 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

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 12
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.
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.
Temporary Liner
The drilled pier installation will be require 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 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

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 13
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.
5.2 SEISMIC DESIGN CONSIDERATIONS
Seismic Site Classification: The International Building Code (IBC) requires site classification for
seismic design based on the upper 100 feet of a soil profile. Three methods are utilized in classifying
sites, namely the shear wave velocity (v,) method; the undrained shear strength (s,,) method; and
the Standard Penetration Resistance (SPT N-value) method. The SPT N-value method was used in
classifying this site. Based on the SPT N-values obtained within the drilled depth of borings, a
seismic site class of "C" is considered appropriate for this project.
The seismic site class definitions for the weighted average of SPT N-value in the upper 100 feet of
the soil profile are shown in the following table:
Table 5.2.1 Seismic Site Classification
Site Class
Soil Profile Name
SPT Resistance, N-bar
Average Soil Shear Wave
Velocity, Vs -bar (ft/sec)
A
Hard Rock
Not Applicable
Vs -bar > 5,000
B
Rock
Not Applicable
2,500 < Vs -bar <_ 5,000
C
Very dense soil and soft rock
N-bar > 50
1,200 < Vs -bar <_ 2,500
D
Stiff Soil Profile
15 <_ N-bar <_ 50
600 < Vs -bar <_ 1,200
E
Soft Soil Profile
N-bar < 15
Vs- bar < 600
5.3 BELOW GRADE EXCAVATION
Based on the anticipate underground elevations and information disclosed from the previous and
recent subsurface exploration program, rock excavation, PWR and residual soil excavations should
be anticipated during construction.
Table 5.3.1 PWR/Rock Summary
Ground
Depth to
Elevation of
Depth to
Elevation of
Boring
Surface
PWR
PWR
Refusal
Refusal (ft)
Elevation (ft)
(ft)
(ft)
(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
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:

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 14
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.
5.4 LATERAL EARTH PRESSURES
Below grade retaining walls and cast -in -place site retaining walls should be designed to withstand
the lateral earth pressures exerted by the backfill. The pressure diagram is triangular. It is
anticipated that retaining walls associated with the building structure, such as for the
unloading/loading dock situation, will be rigid walls restrained from rotation by the floor slab. For
rigid walls, the "At Rest" (K.) 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.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 15
Table 5.4.1 Retaining Walls Backfill in the Critical Zone (On -site Granular Borrow)
Soil Parameter
Estimated value
Coefficient of Earth Pressure at Rest (K(,)
0.53
Coefficient of Active Earth Pressure (Ka)
0.36
Retained Soil Moist Unit Weight (y)
115 pcf
Cohesion (C)
0 psf
Angle of Internal Friction (f)
28'
Friction Coefficient [Concrete on Soil] (µ)
0.40
Friction Coefficient (Concrete on Deck) 0.5
Table 5.4.2 Foundation Soils (Natural Subgrades or On -Site Borrow)
Soil Parameter
Estimated value
Allowable Net Soil Bearing Pressure
3,000 psf
Minimum Wall Embedment Below Grade
24 inches
Coefficient of Passive Earth Pressure (Kp)
2.77
Soil Moist Unit Weight (y)
115 pcf
Cohesion (C)
0 psf
Retaining Wall Backfill: All soils used as backfill within the Critical Zone behind retaining walls
should have USCS classifications of Silty SAND (SM), Sandy SILT (MIL), or more granular with a
maximum of 60% fines (i.e., % passing No. 200 Sieve size), and angle of internal friction of at least
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, as
determined by ECS personnel at the time of construction.
Foundation Drains: Retaining walls should be provided with a 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: All 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 are
recommended. Alternatively, the wall drain can consist of a suitable geocomposite drainage board
material. The wall drain should be hydraulically connected to the foundation drain.
5.5 DEWATERING
Groundwater was observed in the borings at depths ranging from 22 to 28 below the ground
surface in Borings B-101 and B-103. Due to groundwater being anticipated above the planned
excavation, both temporary and permanent groundwater control should be incorporated into the
construction sequencing. If permanent groundwater is cost prohibitive, the structure may be
designed to allow for the additional hydraulic pressure. Typical temporary and permanent

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 16
groundwater system consist of a well point system, and/or wall and subfloor drains. Further
recommendations will be given upon completion of the final geotechnical exploration.
We recommended installing piezometers across the site during as part of a supplemental
subsurface exploration program to measure changes in groundwater and assist in determining the
long term groundwater level at the site.
5.6 CONSTRUCTION CONSIDERATIONS
Several aspects of the proposed construction could adversely affect adjacent streets, structures and
utilities. Therefore, proper design and special care during construction will be required to protect
the adjoining properties and are discussed below.
We recommended that the property survey be performed for all nearby structures, roadways and
utilities. All defects, deformation and cracks should be mapped and photographed as part of the
pre -construction survey. This information will provide a record of existing conditions if a significant
damage claim occurs.
Jackhammering, blasting and other construction activities can generate vibrations that travel off -
site. These vibrations can cause damage to adjacent structures or settlement of backfill and utilities
if not properly controlled. Care must be taken to prevent damage to newly placed structures
including freshly placed concrete. We recommend that vibration monitoring be performed near
adjacent structures during construction activities which generate a large amount of vibrations. This
will reduce the potential for large magnitude vibration and potential damage claims.
Dewatering may also produce settlement of the adjacent ground surface, utilities and structures.
Therefore, surveying should be performed during construction as indicated above for the support
of excavation systems. In addition the dewatering design and initial draw down should evaluate
these effects.
5.7 TEMPORARY SUPPORT OF EXCAVATION
Based on conceptual design plans we anticipate excavations of forty 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.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 17
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 cantilever heights of up to 15 feet. Internal (tie -backs) 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, ie 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 (ie 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

West Carson Boulevard & South Tryon Street Site
ECS Project No. 08:13948
December 13, 2019
Page 18
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. 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.

West Carson Boulevard & South Tryon Street Site December 13, 2019
ECS Project No. 08:13948 Page 19
6.0 CLOSING
ECS has prepared this report of findings, evaluations, and preliminary recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

Site Vicinity Map
Boring Location Diagram
Foundation System Regions
Preliminary Drilled Shaft Tip Elevations
Cross Sections A — A' and B — B'
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EMFPEER
SCALE
W. CARSON BLVD & S. TRYON STREET 1 11= 80'
PROJECT NO.
08:13948
W. CARSON BLVD & S. TRYON STREET, CHARLOTTE, SHEET
2
---W'" CRESCENT COMMUNITIES DATE
12/13/2019

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LEGEND: N
®= Spread Footing on Rock
= Approximate Location of ECS Boring '� EC5 S ®= Drilled Shafts
= Approximate Location of Existing Borings by Others s 0 = Spread Footing on PWR
Background Image Provided By: ® FIGURE 3 PROJ. MGR. SCALE
Foundation System Regions MFP N.T.S.
Cousins Properties R.B. PHARR &ASSOCIATES, P.A. DRAFTSMAN PROJECT NO.
W. Carson Blvd & S. Tryon Street KJD
08-13948
Charlotte, North Carolina
REVISIONS FIGURE
0,. 3
DATE
SETTING THE
STAN �ARU 12-12-2019
FOR SERVICE

LEGEND:
EL. XXX = ESTIMATED DRILLED SHAFT TIP ELEVATION
N
W+16
Background Image Provided By:
0
c
FIGURE 4
Preliminary Drilled Shaft Tip Elevations
W. Carson Blvd & S. Tryon Street
Charlotte, North Carolina
PROJ. MGR.
MFP
SCALE
N.T.S.
Cousins Properties
R.B. PHARR & ASSOCIATES, P.A.
DRAFTSMAN
KJD
PROJECT NO.
08-13948
REVISIONS
FIGURE
4
SETTINGTHE
r.-r.-.ME3,kFZU
FOR SERVICE
DATE
12-12-2019

SOIL CLASSIFICATION LEGEND
SURFACE MATERIALS
ROCK TYPES
SYMBOL LEGEND
ST- SHELBY TUBE RC - ROCK CORE PM - PRESSURE METER NOTE: NUMBERS IMMEDIATELY TO THE LEFT OF THE BORING PROFILE ARE SPT-N VALUES.
0 WATER LEVEL -DURING DRILLING/SAMPLING
GW -WELL GRADED GRAVEL ®GC -CLAYEY GRAVEL ®CL -LOW PLASTICITY CLAY ElSP -POORLY GRADED SAND OH -HIGH PLASTICITY ORGANIC SILTS AND CLAYS ❑ WR -WEATHERED ROCK ■-FILL
�'',
TOPSOIL CONCRETE
� IGNEOUS
® WATER LEVEL -SEASONAL, HIGH WATER
® GM - SILTY GRAVEL 12 SW - WELL GRADED SAND ® MH - HIGH PLASTICITY SILT SC - CLAYEY SAND = OL - LOW PLASTICITY ORGANIC SILTS AND CLAY ❑ PWR - PARTIALLY WEATHERED ROCK ■-POSSIBLE FILL
■ ASPHALT ❑ VOID
® METAMORPHIC
�_ WATER LEVEL -AFTER LASING REMOVAL
WATER LEVEL - AFTER 24 HOURS
♦� �� GP - POORLY GRADED GRAVEL ® ML - LOW PLASTICITY SILT SM - SILTY SAND ® CH - HIGH PLASTICITY CLAY PT - PEAT ■_ PROBABLE FILL
❑ GRAVEL
SEDIMENTARY
PLASTIC WATER % PASSING #200 SIEVE LIQUID
LIMIT% CONTENT% [88%] LIMIT%
A
X0
752
I
752
B-11
B-9
4
g
CL
I
10
CL Fill
r
B-105
9
MH
5
MH
1
5
4
8 a SC FILL
5
[ €
SM
4
7
736
4
SC
736
8
7
13
ML
100+
PWR
100+.-1
RQD=O
5
10
SM
720
RQD=27 AUGER REFUSAL
720
AUGER REFUSAL @ 23
100+ PWR
11
ML
@ 24'
®PWR
100+
® PWR 43
m
w
AUGER REFUSAL
m
LL
@ 39'
100+
PWR
D
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704
0
- RQD
GRA
76
ITE
>
END OF CORING
17
N
@ 52.7'
LU
{
688
688
@ 55'
672
672
656
656
@ 90'
100 200 300 400
Cross Section
A - A'
NOTES:
C
W. Carson Blvd & S. Tryon Street Site - GEO
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
Crescent Communities
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
W. Carson Blvd & S. Tryon Street Charlotte Mecklenbura Count
PROJECT NO.: 13948 1 DATE: 12/ 2/2019 VERTICAL SCALE: 1"=16' 1 VERTICAL SCALE: 1"=16

SOIL CLASSIFICATION LEGEND
SURFACE MATERIALS
ROCK TYPES
SYMBOL LEGEND
ST- SHELBY TUBE RC - ROCK CORE PM - PRESSURE METER NOTE: NUMBERS IMMEDIATELY TO THE LEFT OF THE BORING PROFILE ARE SPT-N VALUES.
0 WATER LEVEL -DURING DRILLING/SAMPLING
GW -WELL GRADED GRAVEL ®GC -CLAYEY GRAVEL ®CL -LOW PLASTICITY CLAY ElSP -POORLY GRADED SAND OH -HIGH PLASTICITY ORGANIC SILTS AND CLAYS ❑ WR -WEATHERED ROCK ■-FILL
�'',
TOPSOIL CONCRETE
� IGNEOUS
® WATER LEVEL -SEASONAL, HIGH WATER
® GM - SILTY GRAVEL 12 SW - WELL GRADED SAND ® MH - HIGH PLASTICITY SILT SC - CLAYEY SAND = OL - LOW PLASTICITY ORGANIC SILTS AND CLAY ❑ PWR - PARTIALLY WEATHERED ROCK ■-POSSIBLE FILL
■ ASPHALT ❑ VOID
® METAMORPHIC
�_ WATER LEVEL -AFTER LASING REMOVAL
WATER LEVEL - AFTER 24 HOURS
♦� �� GP - POORLY GRADED GRAVEL ® ML - LOW PLASTICITY SILT SM - SILTY SAND ® CH - HIGH PLASTICITY CLAY PT - PEAT ■_ PROBABLE FILL
❑ GRAVEL
SEDIMENTARY
PLASTIC WATER % PASSING #200 SIEVE LIQUID
LIMIT% CONTENT% [88%] LIMIT%
A
X
765
765
B-104
B-6
75o
18
750
16
MH
B-101
I
B13
CL
7
ML
9
11
735
CH
735
12
21
6
100+
PWR
N
4
ML
100+
LL
720
—AUGER
REFUSAL
720 D
8
@ 28.5'
C
O
3
O
t
14
® PWR
3
ci
m
w
100+
PWR
GJ
-+
705
705
AUGER REFUSAL
@ 38'
o PWR
AUGER REFUSAL
@ 49'
690
690
AUGER REFUSAL
@ 55'
675
PWR
675
AUGER REFUSAL
@ 66.4'
0 100 200 300 400 500
Cross Section
B -B'
NOTES:
C
W. Carson Blvd & S. Tryon Street Site - GEO
Crescent Communities
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586).
T.
W. Carson Blvd & S. Tryon Street Charlotte MecklenburgCount
PROJECT NO.: 13948 1 DATE: 12/ 2/2019 1 VERTICAL SCALE: V=15' 1 VERTICAL SCALE: V=15

Reference Notes for Boring Logs
Boring Logs B-101 through B-105
Rock Core Photos

EN
REFERENCE NOTES FOR BORING LOGS
MATERIALt'2
ASPHALT
CONCRETE
GRAVEL
`7 o'
TOPSOIL
VOID
BRICK
p D
AGGREGATE BASE COURSE
FILL
MAN -PLACED SOILS
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
V-3
gravel -sand -clay mixtures
SW
WELL -GRADED SAND
gravelly sand, little or no fines
SP
POORLY -GRADED SAND
•
gravelly sand, little or no fines
SM
SILTY SAND
sand -silt mixtures
?
SC
CLAYEY SAND
'
sand -clay mixtures
ML
SILT
non -plastic to medium plasticity
MH
ELASTIC SILT
I I
high plasticity
�
CL
LEAN CLAY
M°
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
<3
Very Soft
0.25 - <0.50
3-4
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
SPT5
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT
COARSE
GRAINED
(%)a
FINE
GRAINED
(%)a
Trace
<5
<5
Dual Symbol
10
10
(ex: SIN-SM)
With
15-20
15-25
Adjective
>25
>30
(ex: "Silty')
WATER LEVELS
WL
Water Level (WS)(WD)
(WS) While Sampling
(WD) While Drilling
SHW
Seasonal High WT
ACR
After Casing Removal
v
SWT
Stabilized Water Table
DCI
Dry Cave -In
WCI
Wet Cave -In
Classifications and symbols per ASTM D 2488-09 (Visual -Manual Procedure) unless noted otherwise.
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol (Ex: (SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). "N-value" is another term for 'blow count" and is expressed in blows per foot (bpf).
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
Minor deviation from ASTM D 2488-09 Note 16.
8Percentages are estimated to the nearest 5% per ASTM D 2488-09.
Reference Notes for Boring Logs (03-22-2017) © 2017 ECS Corporate Services, LLC- All Rights Reserved

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

Laboratory Testing Summary
Rock Testing Summary

Laboratory Testing Summary
Page 1 of 1
Atterberg Limits3
Percent
Moisture -Density (Corr.)5
Boring
Sample
Depth
MCI!
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 - GEO
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: Wednesday, November 27, 2019

EE
Tested By:
Reviewed By:
ECS SOUTHEAST, LLP
1812 Center Park Drive, STE D
Charlotte, North Carolina 28217
J.Frazier
L.Gionet
ECS Project No.:
08:13948
Project Name: W.Carson Blvd. & S.Tryon St. Site
Boring:
B-102
Run No.:
1
Depth (ft.):
52.1-52.5
Sample No.:
RS-1
Rock Type:
Diorite
Date
Date
12/3/2019
12/4/2019
Equipment
Model
Identification No.
Calipers
Westward
61113339
Scale
Ohaus
129113925
Data Logger
Humboldt
171223
Length/Diameter Ratio (ASTM D4543-08, Sections 5.2 and 6.6):
(Check that LAVG / DAVG = 2.0 to 2.5 as per ASTM)
Mass (g): 1 570.6
L, (in):
4.355
LZ (in):
4.354
L3 (in):
4.354
LAVG (in):
4.354
D1(in):
1.979
DZ
(in):
1.973
V3
(In):
1.975
L)AVG
(in):
1.976
Area (in`): 3.066
Volume (in'): 13.349
LAVG/DAVG: 2.2
Within Tolerance: YES
Unit Weight (pcf):l 162.8
Test Run Time (min): 4.3
Comments:
End 1
End 2
L2

ECS SOUTHEAST, LLP
1812 Center Park Drive, STE D
E E Charlotte, North Carolina 28217
TM
Tested By:
Reviewed By:
J.Frazier
L.Gionet
Specimen Diameter (in):
Specimen Length (in):
LengthAvc / DiameterAVG
Dimensional Requirements in Tolerance?:
Unit Weight (pcf):
Loading Rate (lb/sec)
Test Duration (min):
Uniaxial Compressive Strength (psi):
Young's Modulus (psi):
Young's Modulus (ksf):
12000
10000
a 8000
L
� • 111,
_R
4000
ECS Project No.:
08:13948
Project Name: W.Carson Blvd. & S.Tryon St. Site
Boring:
B-102
Run No.:
1
Depth (ft.):
52.1-52.5
Sample No.:
RS-1
Rock Type:
Diorite
Date
Date
TEST RESULTS
1.976
4.354
2.2
YES
162.8
93
4.3
9852
1907077
274619
Stress -Strain Curve
12/3/2019
12/4/2019
0 r,. -
000 OOy 00� OOh005
O- O• O• O• O• O'
Axial Strain (in/in)
Remarks: No lateral strain applied to sample

Tested By:
Reviewed By:
ECS SOUTHEAST, LLP
1812 Center Park Drive, STE D
Charlotte, North Carolina 28217
J.Frazier
L.Gionet
ECS Project No.:
08:13948
Project Name: W.Carson Blvd. & S.Tryon St. Site
Boring:
B-102
Run No.:
1
Depth ft):
52.1-52.5
Sample No.:
RS-1
Rock Type:
Diorite
Date
Date
12/3/2019
12/4/2019
Reading
No.
Dial Gauge
Reading (in)
Axial Load
(lbs)
Axial Strain
(in/in)
Corrected
Area (in2)
Axial Stress
(psi)
1
0.000
589
0.000
3.0656
192
2
0.001
803
0.000
3.0663
262
3
0.002
985
0.000
3.0670
321
4
0.003
1161
0.001
3.0677
378
5
0.004
1508
0.001
3.0684
491
6
0.005
1871
0.001
3.0691
610
7
0.006
2235
0.001
3.0698
728
8
0.007
2651
0.002
3.0705
863
9
0.008
3165
0.002
3.0713
1031
10
0.009
3688
0.002
3.0720
1201
11
0.010
4288
0.002
3.0727
1396
12
0.011
4924
0.003
3.0734
1602
13
0.012
5627
0.003
3.0741
1830
14
0.013
6367
0.003
3.0748
2071
15
0.014
7133
0.003
3.0755
2319
16
0.015
7933
0.003
3.0762
2579
17
0.016
8794
0.004
3.0769
2858
18
0.017
9694
0.004
3.0776
3150
19
0.018
10645
0.004
3.0783
3458
20
0.019
11694
0.004
3.0790
3798
21
0.020
12800
0.005
3.0798
4156
22
0.021
13906
0.005
3.0805
4514
23
0.022
15057
0.005
3.0812
4887
24
0.023
16236
0.005
3.0819
5268
25
0.024
17387
0.006
3.0826
5640
26
0.025
18614
0.006
3.0833
6037
27
0.026
19841
0.006
3.0840
6433
28
0.027
21167
0.006
3.0847
6862
29
0.028
22533
0.006
3.0855
7303
30
0.029
23871
0.007
3.0862
7735
Remarks: No lateral strain applied to sample

Tested By:
Reviewed By:
ECS SOUTHEAST, LLP
1812 Center Park Drive, STE D
Charlotte, North Carolina 28217
J.Frazier
L.Gionet
ECS Project No.:
08:13948
Project Name: W.Carson Blvd. & S.Tryon St. Site
Boring:
B-102
Run No.:
1
Depth ft):
52.1-52.5
Sample No.:
RS-1
Rock Type:
Diorite
Date
Date
12/3/2019
12/4/2019
Reading
No.
Dial Gauge
Reading (in)
Axial Load
(lbs)
Axial Strain
(in/in)
Corrected
Area (in2)
Axial Stress
(psi)
31
0.030
25201
0.007
3.0869
8164
32
0.031
26566
0.007
3.0876
8604
33
0.032
27920
0.007
3.0883
9041
34
0.033
29216
0.008
3.0890
9458
35
0.034
30440
0.008
3.0897
9852
Remarks: No lateral strain applied to sample

Tested By:
Reviewed By:
Remarks:
ECS SOUTHEAST, LLP
1812 Center Park Drive, STE D
Charlotte, North Carolina 28217
J.Frazier
L.Gionet
ECS Project No.:
08:13948
Project Name: W.Carson Blvd. & S.Tryon St. Site
Boring:
B-102
Run No.:
1
Depth (ft.):
52.1-52.5
Sample No.:
RS-1
Rock Type:
Diorite
Date
Date
Rock Core Break Photo
12/3/2019
12/4/2019

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
1 744
8.5
736
23.0
721
B-12
1 740
13.5
727
36.0
704