Item No 40 - Report of Subsurface Exploration-OCR

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SUBSURFC LORA ON
PROPOSED YORE IONDVELPFN
CII RL oir CARO NA
FSP PRO EC NO F4 3O
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ITa Nol
ESP Associates PA October 2007
Lane SE LLC
2125 Southend Drive
Suite 451
Charlotte North Carolina 28203
Attention Mr Wyatt Dixon
Reference REPORT OF SUBSURFACE EXPLORATION
Proposed Morehead Station Development
Charlotte North Carolina
ESP Project No E4-UD42.303
Dear Mr Dixon
ESP Associates P.A ESP has completed the subsurface exploration for the proposed
Morehead Station development in Charlotte North Carolina This exploration was performed in
general accordance with our Proposal No E4-07397 dated August 13 2007 Authorization to
proceed with this study was provided by written execution of our proposal
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and retaining wall areas with regard to the design and construction of the
foundation systems This report presents our findings conclusions and recommendations for
foundation design as well as construction considerations for the proposed development
P.O Box 7030 Charlotte NC 28241
1.800.960.7317 NC 704583.4949 fax [phone] SC 803.802.2440 fax [phone]
www.espassociates.com
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
ESP appreciates the opportunity to assist you during this phase of the project If you should have
any questions concerning
this report or if we may be of further assistance please
contact us
Sincerely
ESP Associates P.A
Jac 14 Sarna David Bixier II
Project Manager Senior Project Manager
Ma Smith PE
N.C Registration No 25519
JLS/DABMJS/mb
Copies Submitted
TABLE OF
CONTENTS
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
1.2 PURPOSE OF SERVICES
2.0 EXPLORATION PROCEDURES
2.1 FIELD
2.2 LABORATORY
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHY AND AREA GEOLOGY
3.2 SUBSURFACE
3.3 SUBSURFACE WATER
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
4.2 SITE DEVELOPMENT 10
4.3 EXISTING FILL 11
4.4 FOUNDATION SUPPORT
4.4.1 GENERAL 12
4.4.2 CONDOMINIUMS 13
4.4.3 UPPER PARKiNG DECK 14
4.4.4 LOWER PARKING DECK 15
4.4.5 MIXED-USE BUILDING 17
4.4.6 RETAINING/BASEMENT WALLS 18
4.5 SEISMIC CLASS 20
4.6 FLOOR SLABS 21
4.7 RETAINING/BASEMENT WALLS 21
4.8 CUT AND FILL SLOPES 23
5.0 CONSTRUCTION CONSIDERATIONS 23
5.1 POSSIBLE MINE WORKINGS 23
5.2 SITE PREPARATION 25
5.3 TEMPORARY EXCAVATION STABILITY 26
5.4 TEMPORATY DEWATERING 26
5.5 DIFFICULT EXCAVATION 27
5.6 FILL MATERIAL AND PLACEMENT 27
5.7 EFFECTS OF CONSTRUCTION METHODS 28
6.0 LIMITATIONS OF REPORT 29
APPENDIX
FIELD EXPLORATION PROCEDURES
BORING LOCATION PLAN WITH SITE VICINITY MAP FIGURE
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
TEST BORING RECORDS L-1 TO L-19 M-1 L-1-12.5 L-1-17 L-1-31 L-2-20SUBSURFACEFENCEDIAGRAMSFIGURESTHROUGH
RESISTIVITY IMAGING SURVEY REPORT
Report of Subsurface Exploration ESP Project No E4-UD42.303
Prop osed Morehead Station Development October 2007
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
The site for the proposed Morehead Station development is located at the intersection of
Morehead Street and South Cedar Street in Charlotte North Carolina reference Boring
Location Plan with Site Vicinity Map Figure The site is bordered by Morehead Street to
the
northeast Post Street and 1-277 to the southwest South Clarkson Street to the northwest and
railroad tracks to the southeast Dunbar Street extends northwest to southeast and South Cedar
Street extends northeast to southwest through the site The southeastern section of Dunbar Street
has been abandoned
At the time of our field activity grading activities were taking place
across most of the site
rock crusher was in operation on the southeast portion of the site where blasting operations to
remove existing rock had previous1y occurred Stockpiles of soil and/or rock were present on the
southeast northwest and northeast portions of the site Historic maps of this area suggest that
gold mining may have once taken place in or around the southeast portion of the site In general
the site as developed by the existing grading activities slopes down in elevation from the
southeast to the northwest
ESP has previously performed limited subsurface explorations on portions of the site for Beazer
Homes Report of Preliminary Subsurface Exploration West End Development dated May
30 2006
and Report of Subsurface Exploration Morehead Common dated July 2007
With permission from Mr Jade Eastridge of Beazer Homes the subsurface information collected
during these previous investigations were reviewed and considered during preparation of this
report However the information from these previous reports is not included herein As of the
date of this report ESP is providing materials testing services during grading operations
for
Beazer Homes at this site
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Proposed Morehead Station Development October 2007
It is our understanding that Lane SE LLC LANE is considering purchasing
the portion of the
property southeast of South Clarkson Street from Beazer Homes The latest project information
provided by LANE indicates plans to improve the property with multiple four to five-story
condominiums two /2 level parking decks and to 10-story mixed-use building Although
the project is still in the planning stages we understand based on discussions with LANE and
their project design team the construction will likely consist of the following
Multiple four to five-story condominiums
Wood-framed structures with slabs-on-grade
Assumed up to 30 kip column loads
Assumed up to kips per linear foot wall loads
Finish floor elevations varying from 675 feet MSL to 697.5 feet MSL
Upper southeastern 6/2 level parking deck
Pre-cast concrete structure
Assumed up to 1200 kip column loads
Assumed up to 50 kips per linear foot wall loads
Finish floor elevation of 682 feet MSL
Lower northwestern 6/2 level parking deck
Pre-cast concrete structure
Assumed up to 1200 kip column load
Assumed up to 50 kips per linear foot wall loads
Finish floor elevation of 684 feet MSL or 674 feet MSL
Up to six to ten-story mixed-use building
Pre-cast concrete or steel structure
Assumed up to 1000 kip column load
Assumed up to 40 kips per linear foot wall loads
Finish floor elevation of 683 feet MSL except northwest corner
Finish floor elevation of 670 feet MSL in northwest corner
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
cast-in-place concrete retaining wall is planned in the southeast corner of the site along the
property boundary of 1-277 We understand the wall may be up to 150 feet long and up to 12
feet in height In addition the basement wall of the condominiums planned in the southeast
corner of the site along the property boundary of the railroads tracks will also be utilized as
retaining wall
We understand that the mixed-use building will be constructed in the final phase of the
development Therefore plans for this structure are likely to change perhaps significantly prior
to construction No other detailed information has been provided at this time
1.2 PURPOSE OF SERVICES
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and retaining wall areas with regard to the design and construction of the
foundation systems Due to the previous explorations performed by
ESP and our understanding
of the building loads our exploration was concentrated on the parking deck structures the
mixed-use structure and the retaining walls This report presents our findings conclusions and
recon-m-iendations for foundation design as well as construction considerations for the proposed
development This report also contains brief description of the field and laboratory testing
procedures performed for this study and discussion of the soil conditions encountered at the
site
2.0 EXPLORATION PROCEDURES
2.1 FIELD
Nineteen soil test borings Borings L-through L-19 were performed at the approximate
locations shown on the attached Boring Location Plan with Site Vicinity Map Figure
Wheie existing site conditions pennitted the boring locations were surveyed by ESP Due to
existing stockpiles Borings L-l L-7 and L-12 were located in the field by ESP personnel by
Report of Subsurface Exploration ESP Project No E4-UD42 303
Prop osed Morehead Station Development October 2007
measuring distances and approximating right angles The soil test borings were extended to
depths ranging
between approximately 9.9 and 75 feet below the existing ground surface using
truck mounted CME 55 drill rig Hollow-stem continuous flight augers were used to advance
the borings into the ground
Standard Penetration Tests were performed at designated intervals in the soil test borings in
general accordance with ASTM 1586 in order to obtain data for estimating soil strength and
consistency In conjunction with the penetration testing split-spoon
soil samples were recovered
for soil classification and potential laboratory testing Water level measurements were attempted
at and up to days after the termination of drilling brief description of the field testing
procedures is included in the Appendix
Borings L-6 L-10 L-15 and L-16 were advanced into the refusal material using rock core
drilling techniques Diamond core drilling procedures were performed in general accordance
with ASTM 2113 to obtain core samples of the material encountered in the boring
Approximately 42 feet of coring was executed The results of the diamond core drilling are
indicated on the appropriate Test Boring Record
While in the field representative of the geotechnical engineer visually examined each sample
to evaluate the type of soil encountered soil plasticity moisture condition organic content
presence of lenses and seams colors and apparent geological origin The results of the visual
soil classifications for the borings as well as field test results are presented on the individual
Test Boring Records included in the Appendix Similar soils were grouped into strata on the
logs The strata lines represent approximate
boundaries between the soil types however the
actual transition between soil types in the field may be gradual in both the horizontal and vertical
directions
In addition five additional soil test borings M-1 L-1-12.5 L-1-17
L-1-31 and L-2-20 were
performed with regard to possible mine activities that may have once occurred at or in the
Report of Subs urface Exploration
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Proposed Morehead Station Development October 2007
vicinity of the site The locations of these five borings are shown on the attached Boring
Location Plan with Site Vicinity Map Figure The five additional borings were conducted in
response to fill materials encountered in Boring L-19 at depths of approximately 63.5 to 65 feet
and possible anomalies in subsurface profiles produced from subsequent resistivity testing
performed at the site Information pertaining to possible site mine activity the resistivity testing
and subsurface information encountered at the five additional test borings are discussed in the
Possible Mine Workings section of this report
2.2 LABORATORY
Select samples of the on-site soils obtained during the field testing program were tested in the
laboratory Tests performed included Atterberg limits and grain size distribution with hydrometer
analysis The limited testing program was designed to determine selected engineering properties of
the on-site soils relative to their use for the project At the time of this report laboratory testing was
on-going Results of laboratory testing will be submitted under separate cover
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHY AND AREA GEOLOGY
The referenced property is located in Charlotte North Carolina which is in the Piedmont
Physio graphic
Province The Piedmont Province generally consists of hills and ridges which are
intertwined with an established system of draws and streams The Piedmont Province is
predominately underlain by igneous rock formed from molten material and metamorphic rock
formed by heat pressure and/or chemical action which were initially formed during the
Precambrian and Paleozoic eras
The virgin soils encountered in this area are the residual product of in-place chemical weathering
of rock which was similar to the rock presently underlying
the site In areas not altered by
Report of Subs urface Exploration
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Proposed Morehead Station Development October 2007
erosion or disturbed by the activities of man the typical residual soil profile consists of clayey
soils near the surface where soil weathering is more advanced
underlain by sandy
silts and silty
sands The boundary between soil and rock is not sharply defined This transitional zone termed
partially weathered rock is normally found overlying the parent bedrock Partially weathered
rock is defined for engineering purposes as residual material with
Standard Penetration
Resistances in excess of 100 blows per foot Weathering is facilitated by fractures joints and by
the presence of less resistant rock types Consequently the profile of the partially weathered
rock and hard rock is quite irregular and erratic even over short horizontal distances Also it is
common to find lenses and boulders of hard rock
and zones of partially weathered rock within
the soil mantle well above the general bedrock level
3.2 SUBSURFACE
Subsurface conditions as indicated by the nineteen borings performed with regard to foundation
design generally consist of residual soils or fill underlain by residual soils The subsurface
conditions encountered at the five additional boring locations are discussed in the Possible Mine
Workings section of this report
The residual soils have formed from the weathering of the parent bedrock The residual soils
generally transition with depth into partially weathered rock The generalized subsurface
conditions are described below and are graphically depicted on the Subsurface Fence Diagrams
Figure Nos through For more detailed soil descriptions and stratifications at particular
boring location the respective Test Boring Record should be reviewed The Test Boring
Records are included in the Appendix Except
for Borings L-1 L-7 and L-12 the ground surface
elevations indicated on the Test Boring Records were obtained during surveying
of the boring
locations by ESP Ground surface elevations indicated on Borings L-1 L-7 and L-12 were
visually estimated based on elevations surveyed at the surrounding boring locations
Report of Subsurface Exploration ESP Project No E4-UD42.303
ProposedMoreheadStation Development October 2007
Fill At the existing ground surface in Borings L-1 L-2
L-6 through L-8 L-11 L-12
L-18 and
L-19 fill soils were encountered The fill consists of soft to very stiff sandy/silty clays sandy
silts and silty sands with varying amounts of gravel Asphalt
was encountered in the upper 12
inches of the fill at Borings L-2 and L-6 possible boulder in the fill was encountered at
approximately 3.5 feet below the existing grade in Boring L-1 Standard Penetration
Resistances N-values in the fill ranged from to 18 blows per foot bpf The fill extends to
depths ranging
from approximately inches to approximately feet below existing grade
Wood fragments were encountered in Boring L-19 between depths of approximately 63.5 and 66
feet within the residual soil profile The wood fragments could be an indication of possible
renmants of previous mine activity at the site
Residuum Beneath the fill in Borings L-1 L-2
L-6 through L-8 L-11 L-12
L-18 and L-19
and from the ground surface in the remaining borings
residual soils were encountered In
addition residuum was encountered as lenses in the partially weathered rock PWR The
residuum generally consists of soft to hard sandy silts clayey sandy elastic silts and sandy/silty
clays and loose to very dense silty sands High plasticity clay was encountered in Boring L-8 at
depths ranging
between approximately and feet N-values in the residuum varied between
and 72 bpf with the majority in the excess of 20 bpf The residuum extended to depths ranging
between approximately and 75 feet Boring L-19 was terminated in the residual soils at depth
of approximately 75 feet
Partially Weathered Rock In general PWR was encountered with depth across the site PWR
is defined as residual soils exhibiting N-values in excess of 100 bpf When sampled the PWR
generally breaks down into sandy silts and silty sands with rock fragments Borings L-1 through
L-4 L-l3 and L-18 were terminated in the PWR at depths ranging
between approximately 28.9
and 74 feet Borings L-5 through L-12 and L-14 through L-17 were terminated in the PWR upon
auger refusal at depths ranging
between approximately 9.9 and 65.5 feet Auger refusal is
defined as material that could not be penetrated with the drill rig equipment used on the project
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
Auger refusal material may consist of large boulders rock ledges lenses seams or the top of
parent bedrock
Diamond core drilling techniques were used to extend Borings L-6 L-l0 L-15 and L-16 an
additional 10 feet below the refusal depth The resulting core indicates the bedrock underlying
this area generally consists of granodiorite or similar granitoids Core recoveries ranged from 33
to 100 percent with rock quality designation RQD values ranging from 10 to 100 percent
3.3 SUBSURFACE WATER
Borings L-4 L-10 through L-12 and L-14 through L-19 were dry upon completion of the
boreholes and upon subsequent groundwater
level measurement attempts Borings
L-3 L-7
L-8
and L-13 were also dry upon completion of the borehole However subsequent measurements at
these boring locations indicated water levels at depths ranging
from approximately 16 to 32.8
feet below the ground surface Borings L-1 L-2
L-5 and L-9 encountered groundwater at
depths ranging
from approximately 16.3 to 45 feet below the ground surface upon borehole
completion Subsequent measurements at these boring locations indicated water levels at depths
ranging from approximately 14.3 to 36 feet below the ground surface Hole cave-in depths
ranged between approximately 5.5 and 60 feet below the existing ground surface in the borings
Hole cave-in depths may provide an indication of water present Below is table summarizing
the groundwater level measurements and hole cave in depths obtained during our subsurface
investigation
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
Summary of Groundwater LevelioZIii110L11iib1iiIHi1etM1r1acefeft1oWtDunIŁ4P Auf
L-1 45.0 34.8 38.7
L-2 40.0 35.0 60.0
L-3 Dry 20.0 25.8
L-4 Dry Dry 24.7
L-5 43.0 36.0 41.0
L-6 Not Recorded 14.5 44.7
L-7 Dry Borehole Destroyed 6.4
L-8 Dry 16.0 15.5
L-9 16.3 14.3 19.3
L-l0 Dry Dry 7.0
L-11 Dry Dry 14.8
L-12 Dry Dry 18.0
L-13 Dry 32.8 37.7
L-14 Dry Dry 16.2
L-15 Dry Dry 5.5
L-16 Dry Dry 22.1
L-17 Dry Dry 15.3
L-18 Dry Dry 17.5
L-19 Dry Dry 37.0
Subsurface water levels tend to fluctuate with seasonal and climatic variations as well as with
some types of construction operations Therefore water may be encountered during construction
at depths not indicated during this study
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
Our conclusions and recommendations are based on the project information previously discussed
and on the data obtained from the field and laboratory testing program If the structural loading
geometry or proposed building locations are changed or significantly differ from those discussed
or if conditions are encountered during construction that differ from those encountered by the
Report of Subsurface Exploration ESP Project No E4-UD42.303
ProposedMoreheadStation Development
October 2007
borings ESP requests the opportunity to review our recommendations based on the new
information and make any necessary changes
4.2 SITE DEVELOPMENT
The results of the field testing program and analyses indicates the site generally appears to be
suitable for the proposed construction provided
the following measures are considered
Existing fill soils were encountered in Borings L-l L-2 L-6 through L-8 L-11 L-12
L-18 and L-19 The fill encountered in our borings extended to depths ranging
from
approximately inches to approximately feet below the existing ground surface
Grading activities necessary to achieve the planned finished grades on the southeastern
portion of the site should remove the existing fill As of the date of this report ESP is
providing materials testing services on-site for Beazer Homes It is our understanding
that Beazer plan is to remove any existing fill and replace it with properly compacted
structural fill in areas of the site where structural fill is necessary to achieve planned
finished grades Further information pertaining to existing fill materials are presented in
subsequent sections of this report
Difficult excavations should be anticipated in deeper cut areas of the site This is
especially notable in the upper parking deck area on the southeastern portion of the site
Further information pertaining to difficult excavation considerations is presented in
subsequent sections of this report
Based on the planned finish floor elevation of the upper parking deck and water levels
observed during our exploration groundwater may be present within approximately
feet of the proposed bottom of footings in this area It should be noted that the
groundwater information presented in this report was collected during relatively dry
period At the time of construction groundwater may be present at shallower depths
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especially if performed during wet seasons Therefore temporary dewatering
measures
should be considered on the southeastern portion of the site Further information
pertaining to temporary dewatering is presented in subsequent sections of this report
High plasticity clay was encountered in Boring L-8 at depth ranging between
approximately and feet below the existing ground surface These materials undergo
significant change in volume shrink/swell with changes in their moisture content
Because of this evaluation by the geotechnical engineers representative should be
performed during
construction to help reduce the potential of such materials from
directly underlying the building and retaining wall areas which could be affected by
soil movement
Historic maps of the area suggest that gold mining may have once taken place on or in
the vicinity of the southeast portion of the site In addition wood fragments were
encountered in Boring L-19 between depths of 63.5 and 66
feet within the residual soil
profile ESP conducted review of published mine information performed resistivity
testing and drilled additional soil test borings to further evaluate the presence of
possible mine workings at the site and to evaluate any effect that they may have on the
proposed development Further information pertaining to possible mine activity is
included in the Possible Mine Workings section of this report
4.3 EXISTING FILL
Results from the soil test borings indicate the presence of existing fill soils on portions of the
site As previously discussed planned cuts will likely remove the majority of this fill or the fill
is planned to be removed and replaced as part of the present grading
activities However the
possibility exists that uncontrolled fill materials not encountered by our borings or identified
during on-going grading
activities may be encountered during construction In order to reduce
the risk associated with construction on uncontrolled fill materials we recommend any existing
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uncontrolled fill encountered during grading operations
be removed and the areas be replaced
with properly compacted fill prior to building construction
4.4 FOUNDATION SUPPORT
4.4.1 GENERAL
For satisfactory performance the foundation for any structure must satisfy two independent
design criteria First it must have an acceptable factor of safety against bearing
failure of the
foundation soils under the maximum design loads Second the settlement of the foundations due
to consolidation of the underlying soils should be within tolerable limits for the structures
Based on
the provided structural design loads properly compacted fill soils and/or portions of
the residual soils are not suitable for shallow foundation support with tolerable settlements
These conditions generally appear to be in the lower parking deck mixed-use and retaining wall
structure areas Therefore required soil improvements such as rammed aggregate piers
Geopier or similar system or the use of deep foundations such as drilled shafts or driven
piles will be necessary to adequately support portions of these structures Based on conversation
with Mr Howard Bender PE of Laurene Rickher P.C Consulting Structural Engineers
at the time of this report the preferred alternative foundation support system
is Geopier
Rammed Aggregate Piers
Geopier Rammed Aggregate Pier is stiff and highly densified inclusion of rammed crushed
aggregate that is installed by drilling 24-inch to 36-inch diameter hole and ramming thin lifts of
well-graded aggregate
within the hole The first lift of aggregate forms bulb below the bottoms
of the piers thereby pre-stressing and pre-straining the soils to depth equal to at least one pier
diameter below drill depths Subsequent lifts are typically approximately 12 inches in thickness
Ramming takes place with high-energy beveled tamper that both densifies the aggregate and
forces the aggregate laterally into the sidewalls of the hole This action increases the lateral
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stress in the surrounding soil thereby further stiffening the stabilized composite soil mass After
installation the stiffened soil mass will be capable of supporting the proposed structure on
shallow foundations with greater settlement control and greater allowable bearing pressures for
design The design and installation of the pier system should be performed by qualified
specialty contractor with experience in this type of construction Although Geopiers is
presently the preferred soil improvement foundation system of the design team alternate
foundation systems can be evaluated at later date if appropriate and requested by the client
Minimum wall and column footing dimensions of 18 and 24 inches respectively should be
maintained to reduce the possibility of localized punching-type shear failure Exterior
foundations and foundations in unheated areas should be designed to bear at least 18 inches
below finished grade for frost protection
We recommend that the subgrade soils be observed by representative of the geotechnical
engineer prior to foundation installation This is to assess their suitability for foundation support
and confirm their consistency with the conditions upon which our recommendations are based
The subgrade materials can be sensitive to moisture variations therefore
foundation excavations
should be opened for minimum amount of time particularly during inclement weather Soils
exposed to moisture variations may become highly disturbed and require undercutting prior to
placing foundations
4.4.2 FOUNDATION SUPPORT CONDOMINIUMS
The results of the soil test borings and our previous involvement with the project site indicate
that the proposed condominium structures can be adequately supported
on shallow foundations
bearing on residual soils or newly placed structural fill provided the site preparation and fill
placement procedures outlined in this report are implemented net allowable bearing pressure
of up to 3000 pounds per square
foot psf can be used for design of the foundations bearing on
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residual soils exhibiting N-values of bpf or greater or on suitable structural fill compacted to at
least 95 percent of the Standard Proctor maximum dry density
Based on the general stratigraphy in the building areas past experience
with this and similar
projects and the anticipated magnitude of the building loads it is our opinion that the total and
differential settlement potentials for the condominium buildings should be on the order of
inch
and V2 inch respectively This conclusion is contingent upon compliance with the site
preparation and fill placement recommendations outlined in this report
4.4.3 FOUNDATION SUPPORT UPPER
PARKING DECK
Based on proposed finish floor elevation of 682 feet MSL approximately to 27 feet of cut is
necessary to achieve finished grade at the upper parking deck location As result the soil test
borings indicate that the proposed upper parking deck structure can be adequately supported
on
shallow foundations bearing on hard or dense residual soils net allowable bearing pressure
of
up to kips per square
foot ksf can be used for design of the foundations bearing on residual
soils exhibiting N-values of 31 bpf or greater
However based on our soil test borings and the planned cuts portions of the upper parking deck
foundations may bear on partially weathered rock PWR defined as material exhibiting N-values
100 bpf This is especially notable at boring locations L-1 L-3 and L-5 Individual column
footings that bear on PWR may be designed for net allowable bearing pressure of up to 20 ksf
Conversations with Mr Howard Bender PE indicated that site specific foundation
schedule detailing individual column footing locations designed for the ksf residual soil
bearing condition and for the 20 ksf PWR bearing condition may be incorporated into the project
documents allowing for possible construction cost savings Additional subsurface information
will need to be collected at each surveyed column location prior to construction to complete
foundation schedule of this type
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Based on the general stratigraphy in the building areas past experience with similar projects and
the anticipated magnitude of the building loads it is our opinion that the total and differential
settlement potentials for the upper parking deck structure should be on the order of inch and
inch respectively Differential settlement potential between adjacent colunm foundations
bearing on ksf and 20 ksf material should be re-evaluated once foundation locations and loads
are finalized
4.4.4 FOUNDATION SUPPORT LOWER PARKING DECK
Based on proposed finish floor elevation of 684 feet MSL fill depths ranging
from
approximately to 10 feet are necessary to achieve finish grade at the lower parking deck
location PWR was encountered near the surface in the western corner
of the structure at Boring
L-7 and approximately feet of fill will be necessary to achieve the bottom of footing elevation
in this area Therefore we anticipate that foundations in the western corner of the structure may
be over excavated to bear on PWR Foundations bearing on PWR can designed for net
allowable bearing pressure of up to 20 ksf
Based on our soil test borings and the fill amounts necessary to reach the planned finish grade in
the remaining portions of the structure we anticipate that the use of Geopiers or other soil
improvement methods will be necessary With finish floor elevation of 684 feet MSL
preliminary design information provided by Geostructures Geopier designer/installer
indicates that net allowable bearing pressure of up to ksf can be used for design of
foundations bearing on Geopiers Preliminary information also provided by Geostructures
indicates that Geopier depths may range from approximately to 15 feet below the proposed
bottom of footings Any Geopier designs should be finalized by licensed engineer
specializing in such soil improvement techniques
We understand that an alternate finish floor elevation of approximately 674 feet MSL may be
established for the lower parking deck If this finish floor elevation is used up to approximately
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feet of cut will be necessary to achieve finished grade In general foundations in the
northwestern approximately two-thirds of the structure could bear on hard or dense residual soils
and/or PWR The need for limited undercutting up to approximately to feet to reach the hard
or dense residual soils and/or PWR should be expected in the northwestern
two-thirds of the
structure This is especially notable in the vicinity of Boring L-8 net allowable bearing
pressure of up to ksf can be used for design of the foundations bearing on residual soils
exhibiting N-values of 31 bpf or greater net allowable bearing pressure of up to 20 ksf can be
used for design of the foundations bearing on PWR
In general the southeastern approximately one-third of the structure can be adequately supported
on shallow foundations bearing on Geopiers or similar soil improvement method The use of
Geopiers is necessary in the southeastern one-third of the structure primarily due to residual
soils which were encountered in Borings L-6 and L-9 that are not capable of supporting the
design loads With finish floor elevation of 674 feet MSL preliminary design information
provided by Geostructures indicates that net allowable bearing pressure of up to ksf can be
used for design of foundations bearing on Geopiers Preliminary design information also
provided by Geostructures indicates that Geopier depths may range from approximately 10 to
12 feet below the proposed bottom of footings Any Geopier designs should be finalized by
licensed engineer specializing in such soil improvement techniques
Once design loads and column locations are finalized additional subsurface information will
need to be collected within the lower parking deck prior to construction to better delineate where
foundations bearing on hard or dense residual soils and PWR are applicable and where the use of
Geopiers will be necessary For design consistency
it may be appropriate to limit the bearing
capacities of foundations not bearing on PWR to ksf
16
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
4.4.5 FOUNDATION SUPPORT MIXED-USE BUILDING
Based on finish floor elevations of 683 feet MSL and 670 feet MSL up to approximately 10 feet
of cut and up to 10 feet of fill is necessary to achieve the finish grade at the mixed-use building
location The finish floor elevation of 670 feet MSL is limited to the western corner
of the
building in the vicinity of Boring L-14 As result the soil test borings indicate that with the
exception of the northern corner the proposed mixed-use structure can be adequately
supported on shallow foundations bearing on hard or dense residual soils net allowable
bearing pressure of up to ksf can be used for design of the foundations bearing on hard or
dense residual soils exhibiting N-values of 31 bpf or greater
However based on our soil test borings and planned cuts portions of the mixed-use structure
may bear on PWR This is especially notable at Borings L-13 and L-15 Individual column
footings that bear on PWR may be designed for net allowable bearing pressure of up to 20 ksf
Again conversations with IVIr Howard Bender PB indicated that site specific foundation
schedule detailing individual column footing locations designed for the ksf residual soil
bearing condition and for the 20 ksfPWR bearing condition may be incorporated into the project
documents allowing for possible construction cost savings Additional subsurface information
will need to be collected at each surveyed column location prior to construction to complete
foundation schedule of this type
The need for undercutting up to approximately feet below anticipated foundation bearing
elevations to reach the hard or dense residual soils should expected in the eastern corner of the
structure This is especially notable in the vicinity of Boring L-16
We understand that the finish floor elevation in the northern corner of the building may be
lowered to the same elevation as the western corner of the building 670 feet MSL Lowering
the finish floor to 670 feet MSL will require approximately feet of cut to achieve finish grade
Based on the results of the borings the northern corner of the structure could then be adequately
17
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
supported on shallow foundations bearing on hard or dense residual soils As indicated above
net allowable bearing pressure of up to ksf could be used for design of the foundations bearing
the hard or dense residual soils exhibiting N-values of 31 bpf or greater
If the finish floor elevation is not lowered in the northern corner
of the building and is kept at
683 feet MSL up to approximately 10 feet of fill is necessary to achieve the finish grade
Therefore deep foundation or soil improvement method such as Geopiers will be necessary
to support the northern corner of the structure ESP can provide additional foundation
recommendations for the northern corner of the structure if it is determined that lowering the
finish floor to 670 feet MSL is not feasible
Based on the general stratigraphy in the building areas past experience
with similar projects and
the anticipated magnitude of the building loads it is our opinion that the total and differential
settlement potentials for the mixed-use building should be on the order of
inch and inch
respectively Differential settlement potential between adjacent colunm foundations bearing on
ksf and 20 ksf material should be re-evaluated once foundation locations and loads are
finalized Also if the northern corner is not lowered as discussed above the settlement potential
for foundation improvement method in that area should be evaluated
4.4.6 FOUNDATION SUPPORT RETAINING/BASEMENT WALLS
Boring L-19 was performed at the proposed retaining wall to be located along the boundary of I-
277 Lower consistency residual soils soils exhibiting N-values ranging from to bpf were
encountered to depth of approximately 58.5 feet below the existing ground surface at this
location Wood fragments possibly related to prior mine activities were also encountered at
Boring L-19 between approximately 63.5 and 66 feet deep Possible mine workings are
discussed in other sections of this report Due to the presence of the lower consistency soils at
the anticipated bearing depth we recommend that Geopiers or other soil improvement methods
be used to improve the soft soils in the vicinity of Boring L-19 Preliminary design information
18
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
provided by Geostructures indicates that the retaining wall along the boundary of 1-277 can be
adequately supported
on shallow foundations bearing on Geopiers designed for net allowable
bearing pressure
of up to ksf Preliminary design information also provided by Geostructures
indicates that Geopier depths may range from approximately 10 to 12 feet below the proposed
bottom of footings Any Geopier designs should be finalized by licensed engineer
specializing in such soil improvement techniques
Additional soil test borings could be performed along the retaining wall alignment to better
define the extent of the soft soils encountered in Boring L-19 Once complete and if hard or
dense residual soils are encountered portions of the retaining may be able to bear on such soils
without the use of soil improvement techniques
Based on Boring L-19 we anticipate that the retaining wall foundations will bear on sandy silts
Therefore coefficient of sliding friction Tan of 0.31 should be used in the retaining wall
design If Geopiers or similar soil improvement system is used the designer should provide
coefficient of sliding friction appropriate to the system
As discussed in the Foundation Support Condominiums section of this report the basement
wall can be adequately supported
on shallow foundations bearing on residual soils net
allowable bearing pressure of up to 3000 pounds per square
foot psf can be used for design of
the foundations bearing on residual soils exhibiting N-values of bpf or greater
Based on Boring L-18 performed at the basement wall location we anticipate that the basement
wall foundations will bear on silty fine sands Therefore coefficient of sliding friction Tan
of 0.40 should be used in the basement wall design
19
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
4.5 SEISMIC CLASS
Upper Parking Deck and Mixed Use Based on the soil test borings performed
at the site and our
review of Section 1615 and 1616 of the 2006 North Carolina Building Code seismic site Class
and seismic design Category was identified for the upper parking deck and mixed-use
structures using seismic use Group The following parameters were utilized during our design
category determination as outlined in the referenced building code
FA 1.20 SMS 0.40
F1.69 SM1O.l9
0.333 SDS 0.27
SiO.llO SD1O.l2
Lower Parking Deck Based on the soil test borings performed
at the site and our review of Section
1615 and 1616 of the 2006 North Carolina Building Code seismic site Class and seismic design
Category was identified for the lower parking deck structure using seismic use Group The
following parameters were utilized during our design category determination as outlined in the
referenced building code
FA1.53 SM5.Sl
2.36 SM1 0.26
0.333 SDS 0.34
S10.110 SD1O.l7
If higher less restrictive seismic design category is desired additional evaluation such as shear
wave velocity testing can be performed to evaluate the potential for improved site class and design
categories In addition if Geopiers are used for foundation support the site class should be re
evaluated by the Geopiers designers
20
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
4.6 FLOOR SLABS
The slab-on-grade floor systems can be adequately supported
on the low-plasticity residual soils
or newly compacted fill provided the site preparation and fill placement procedures outlined in
this report are implemented Although our soil test borings did not reveal wide spread presence
of high plasticity clays these materials if encountered in the upper feet of the finished subgrade
should be undercut and removed from beneath any structural areas The floor slabs should be
completely isolated from the structural components to allow independent movements of the slabs
and building foundations
Immediately prior to constructing the floor slabs we recommend that the areas be proofrolled to
detect unstable areas that may have been exposed to wet weather or construction traffic Areas
that are found to be unstable or indicate pumping action during the proofrolling should be
undercut and replaced with adequately compacted structural fill The proofrolling should be
observed by representative of the geotechnical engineer
4.7 RETAINING/BASEMENT WALLS
We understand that cast-in-place concrete retaining wall is planned in the southeast corner of
the site along the property boundary of 1-277 The wall may be up to approximately 12 feet in
height We understand that basement wall which will also function as retaining wall will be
constructed at the condominiums in the southeast corner of the site near the property boundary of
the railroad tracks We understand these are the only retaining walls planned for the site We
recommend that the walls be designed with regard to the lateral pressure exerted by the
compacted fill We recommend that the At rest lateral earth pressure coefficient be used if the
wall is restrained from rotation and that the Active lateral earth pressure coefficient be used if
rotation is not restrained In addition to the lateral loads exerted by the soil against the walls
allowance should be included for lateral stresses imposed by any temporary or long-term
21
Report ofSubsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
surcharge loads Below is table summarizing preliminary parameters to be used in preliminary
retaining wall design
Recommended Preliminary Design Parameters for Retaining WallsdeiTelido
Æii LIiI Ii1 ew1WIImII4eNIK
Sandy Soil 120 130 0.50 0.33 3.00
Clayey Soil2 110 0.53 0.36 2.77
Silty Soil3 95 0.60 0.45 2.20
Based on an
effective friction angle 30
Based on an effective friction angle 28
Based on an effective friction angle 24
If the on-site soils are used as bacidill we recommend that the generalized parameters provided
for Silty Soil under General Backfill Soil Type be used for preliminary design of the wall since
the site and surrounding areas will likely consist of such soils and as these values are more
conservative Once source for the wall backfill material is determined more detailed testing of
the planned soils should be conducted to verify actual soil parameters for finalized design In
addition the wall designer shall analyze the wall design for any/all design criteria including
global stability analysis
Foundation drains should be installed behind the basement and retaining walls for removing
water to provide drainage
and reduce build-up of hydrostatic forces free draining granular
material or manufactured product such as Mirafi HC Drain or approved equivalent should be
placed directly against the basement walls and tied to the foundation drains Foundation drain
pipes should be connected to storm drain located near the building and positive drainage should
be provided at all times
In backfilling against the walls care should be taken to prevent the backfill from being over
compacted as this could result in excessive lateral stresses against the walls In the same regard
22
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
heavy equipment should not be used for the compaction of the fill or operated adjacent to the
walls
4.8 CUT AND FILL SLOPES
For landscaping and mowing concerns final project slopes should be designed to be horizontal
to vertical or flatter Slopes can be designed as steep as horizontal to vertical however
soil erosion slope sloughing
and slope maintenance should be expected If designing slopes
steeper than horizontal to vertical slope stability analysis should be performed to verify
stability of the slope The tops and bases of all slopes should be located minimum of feet
from structural and pavement limits The fill slopes should be adequately compacted as outlined
below and all slopes should be seeded and maintained after construction
5.0 CONSTRUCTION CONSIDERATIONS
5.1 POSSIBLE MINE WORKINGS
Subsurface material consisting of wood fragments was encountered from depths of
approximately 63.5 to 66 ft below ground surface in Boring L-19 within the residual soil profile
Due to the relatively unusual nature of encountering fill materials at these depths ESP performed
literature search to determine if there was existing available information pertaining to the
possibility of historic mine workings at the project site
The literature search revealed Open File Report 2005-05 from the North Carolina Geological
Survey NCGS titled Old Gold Mines in Charlotte North Carolina Potential Geologic
Hazard for Development This report indicated that abandoned goldmines from the late 1800s
to early 1900s were located southwest of the Charlotte city center Using historic library
holdings and rediscovered city engineering geology reports the authors mapped the location of
possible abandoned gold mines which based on the mapping in the report are in the general
23
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
vicinity of the southeast portion of site Included in the mapping were the possible locations of
horizontal tunnels which were used in the mining process Based on the mapping it appears the
project site is potentially underlain by several abandoned horizontal and vertical shafts
However the authors note the locations shown in the map are approximate
ESP performed test pit in the general area of Boring L-19 to determine if there was vertical
shaft near this location The test pit was excavated to an approximate depth of 10 feet and was
extended laterally approximately 20 to 30 feet either side of Boring L-19 parallel to the existing
fence line The test pit did not reveal the presence of any abandoned shafts
The mapping presented in the NCGS report also indicated the possible presence of abandoned
vertical shafts beneath 1-277 which is immediately southwest of the project site ESP contacted
the North Carolina Department of Transportation NCDOT and requested the geotechnical
boring logs which were used for the design of Bridges 505 and 506 of 1-277 which are located
immediately southwest of the project site These logs were provided to ESP by NCDOT and
review by ESP indicated that the presence of any horizontal or vertical shafts was not
encountered in any of these borings It should be noted that the borings for 1-277 were not
extended to the depths where wood fragments were encountered in Boring L-19
To further assist in determining the possible presence of abandoned mine shafts at the site ESP
contracted Advanced Technical Services International ATS to perform resistivity survey at
the site resistivity survey allows for profile of the subsurface materials to determine the
presence of anomalies which may indicate possible water soil or air filled voids beneath the
ground surface or changes in soil/rock mineralogy The resistivity survey performed by
ATS
indicated the presence of several possible anomalies and recommended additional subsurface
exploration to aid in resolving the existence and nature of the anomalies more detailed
explanation of the resistivity survey and the results of the survey are provided in Resistivity
Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station
Site prepared by ATS and are included in the Appendix
24
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
With approval from Lane ESP performed an additional five borings M-1 L-1-12.5 L-1-17
1-31 and L-2-20 at the site at locations recommended by ATS to determine the nature of the
most prominent anomalies indicated by the resistivity survey Sampling of the soils was
conducted at frequent intervals at depths of the anomaly as shown on the resistivity survey
These borings did not encounter any subsurface materials which might indicate the presence of
abandoned mine shafts at the site One of the borings L-1-17 was drilled at the same
approximate location of Boring L-19 and encountered similar wood fragments from
approximately 66 to 69 feet below ground surface confirming our previous finding in that area
Based on the results of our investigations ESP literature review the depths at which the wood
fragments were encountered in the borings 60 feet and the proposed locations and sizes of the
structures planned at the site ESP is of the opinion that the possible mine workings encountered
in the vicinity of Boring L-19 should not adversely effect the performance of the proposed
retaining wall foundation in the area If shallower horizontal or
vertical shafts are present on
other portions of the site they could have an impact on foundation performance We
recommend thorough evaluation be performed once the site is cut to grade and foundation
locations are known This evaluation may consist of additional test pits proofrolling
observations hand auger borings supplemented with Dynamic Cone Penetrometer testing and/or
additional soil test borings
5.2 SITE PREPARATION
The entire building areas should be stripped of all topsoil high plasticity near surface soils trash
debris and other organic materials to minimum of 10 feet beyond the structural limits Upon
completion of the stripping operations the exposed subgrade
in areas to receive fill should be
proofrolled with loaded dump truck or similar pneumatic tired vehicle minimum loaded
weight of 20 tons under the observation of representative of the geotechnical engineer The
proofrolling procedures should consist of four complete passes of the exposed areas with two of
the passes being in direction perpendicular to the preceding ones After excavation of the site
25
Report of Subs urface Exploration
ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
has been completed the exposed subgrade in cut areas should also be proofrolled as previously
described Any areas which deflect rut or pump excessively during proofrolling or fail to
improve sufficiently after successive passes should be undercut to suitable soils and replaced
with structural fill
5.3 TEMPORARY EXCAVATION STABILITY
All excavations should be conducted in safe manner and comply with all local state and
federal guidelines and codes We recommend that all excavated soils be placed away from the
edges of the excavation at distance equaling or exceeding the depth of the excavation
Excavations greater than four feet in depth should be sloped or shored in accordance with local
state and federal regulations including
OSHA Construction Standard for Excavations 29
CFR Part 1926.650-652 The contractor is usually solely responsible for site safety This
information is provided only as service and under no circumstances should ESP be assumed to
be responsible for construction site safety
5.4 TEMPORARY DEWATERING
Based on the planned cuts in the upper parking deck groundwater may be within approximately
feet of the proposed bottom of footing elevation It is important to note that our groundwater
level information was collected during dry period Therefore
shallower groundwater may be
present during wet times of the year If groundwater is encountered we expect that dewatering
could be adequately handled with pumping from sumps excavated at least feet below the
bottom of the excavations Pumping from the sumps should be maintained until construction
activities in the excavation is minimum of feet above the water level At no time should
pumping be performed directly beneath the exposed subgrade
elevation since this could result in
disturbance of the bearing materials and loss of soil strength and increased settlement
26
Report of Subsurface Exploration ESP Project No E4-UD42 303
Proposed Morehead Station Development October 2007
5.5 DIFFICULT EXCAVATION
In general PWR was encountered with depth across the site PWR is defined as residual soils
exhibiting N-values in excess of 100 bpf It has been our past experience
in this geologic area
that materials having Standard Penetration Resistances of less than 50 blows per 0.4 foot can
generally be excavated using pans and scrapers by first loosening with ripper attached to
suitable sized dozer such as Caterpillar D-8 or D-9 On earthwork projects requiring ripping
questions sometimes develop as to whether the materials can be removed by ripping or whether
blasting is required It should be noted that ripping is dependent upon finding the right
combination of equipment and techniques used as well as the operators skill and experience
The success of the ripping operation is dependent on finding the proper combinations for the
conditions encountered Excavation of the weathered rock is typically much more difficult in
confined excavations Jackhammering or blasting is anticipated to be required for materials
having Standard Penetration Resistances in excess of 50 blows per 0.2 foot
We would like to point out that our experience indicates rock in weathered boulder and
massive form varies erratically in location and depth in the Piedmont Geologic Province which
contains Charlotte North Carolina Therefore there is always potential that these materials
could be encountered at shallow depths between the boring locations
5.6 FILL MATERIAL AND PLACEMENT
All fill used for site grading operations should consist of clean free of organics and debris
low plasticity soil Plasticity Index less than 30 The proposed fill should have maximum dry
density of at least 90 pounds per cubic foot as determined by Standard Proctor compaction test
ASTM 698 All fill should be placed in loose lifts not exceeding inches in thickness and
compacted to minimum of 95 percent of its Standard Proctor maximum dry density
with at
least 100 percent achieved at the surface We recommend that field density tests including
one-
point Proctor verification tests be performed on the fill as it is being placed
at frequency
27
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
determined by an experienced geotechnical engineer
to verify the compaction criteria Any fills
that may be constructed greater than 15 feet in height should be evaluated with regard to long
term settlement consolidation and slope stability These analysis should be requested of the
geotechnical engineer
once grading plans
are complete and available
Based on the results of the soil test borings performed
in the cut areas and our past experience
with similar type materials most of the existing residual soils except for the high plasticity clay
soil can be used as structural fill All high plasticity soils should be undercut from within
minimum of feet of subgrade in any structural areas As with any grading operation
some
moisture conditioning of the soils may be required
5.7 EFFECTS OF CONSTRUCTION METHODS
Several aspects of construction at this site could adversely affect the adjacent streets utilities and
nearby facilities Therefore proper design and special care during construction will be needed to
protect the adjoining properties
These items are discussed below
Jackhanmiering blasting pile driving and other construction activities can generate vibrations
that travel off-site These vibrations can cause damage to adjacent structures if not properly
controlled Care must be taken to prevent damage of newly placed structures especially fresh
concrete Any blasting charges that are used must be properly sized and timed to prevent
structural damage We recommend that vibration monitoring be performed for structures located
nearby during the construction activities that generate large amount of vibration This will
reduce the potential for large magnitude vibrations and subsequent damage claims
General site dewatering can sometimes cause settlement of adjacent structures due to an increase
in effective stresses which can consolidate soils Based on the available data we anticipate that
this will generally not be problem at this site However pumping of fine soil particles due to
28
Report of Subsurface Exploration ESP Project No E4-UD42.303
Proposed Morehead Station Development October 2007
improper dewatering techniques can result in unwanted subsidence Therefore proper
dewatering systems if required should be implemented to reduce these effects
6.0 LIMITATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical engineering
practice with regard to the specific conditions and requirements of this site
The conclusions and
recommendations contained in this report were based on the applicable standards of our practice
in this geographic area at the time this report was prepared No other warranty expressed or
implied is made
The analysis and recommendations submitted herein are based in part upon the data obtained
from the subsurface exploration The nature and extent of variations between the borings will
not be known until construction is underway If variations appear evident then we request the
opportunity to re-evaluate the
recommendations of this report In the event that any changes in
the nature design or location of the structures are planned the conclusions and
recommendations contained in this report will not be considered valid unless the changes are
reviewed and conclusions modified or verified in writing by ESP
In order to verify that earthwork and foundation recommendations are properly interpreted and
implemented we recommend that ESP be provided the opportunity to review the final plans and
specifications Any concerns observed will be brought to our clients attention in writing
29
FIELD EXPLORATION PROCEDURES
Soil Test Boring Twenty-four 24 soil test borings were drilled at the approximate locations
shown on
the attached Boring Location Plan Figure Soil sampling and penetration testing
were performed in accordance with ASTM 1586
The borings were advanced with hollow-stem augers and at standard intervals soil samples
were obtained with standard 1.4-inch I.D 2-inch O.D split-tube sampler The sampler was
first seated six inches to penetrate any loose cuttings then driven an additional foot with
blows of 140-pound hammer falling 30 inches The number of hanmier blows
is designated the
Standard Penetration Resistance When properly evaluated the Standard Penetration
Resistances provide an index to soil strength relative density and ability to support foundations
Select portions of each soil sample were placed in sealed containers and taken to our office The
samples were examined by representative of the geotechnical engineer for classification Test
Boring Records are attached showing the soil descriptions and Standard Penetration Resistances
Rock Coring At several locations rock coring procedures
were utilized to determine the
character and continuity of the refusal materials Core drilling procedures were carried out in
accordance with ASTM Specification 2113 Initially casing was set through the overburden
soil to keep the hole from collapsing Refusal materials were then cored with diamond-studded
bit fastened to the end of hollow double-tube core
barrel The cuttings were brought to the
surface during coring
by circulating water Rock core samples of the materials penetrated were
protected and retained in swivel-mounted inner tube Upon completion of each core run the
core barrel was brought to the surface and the samples removed and placed in boxes Samples
were then taken to the laboratory where the rock was identified and the Recovery and Rock
Quality Designation RQD determined
The Recovery is the ratio of the sample length obtained to the length drilled expressed as
percent The RQD is the percentage of the length of the core recovered which has core segments
four or more inches long compared to the total length of the run The RQD value applies to rock
cored with either an NX or NQ bit size The percent recovery
and RQD are related to rock
soundness and continuity Deere Ref.613 Sowers and Sowers denotes rock quality by the
RQD value as follows
ROD ROCK OUALITY
90 to 100 Excellent
75 to 90 Good
50to75 Fair
25 to 50 Poor
Generalized rock descriptions percent recovery and RQD values are shown on the appropriate
Test Boring Records An NQ size bit was used for the coring which designates bits which obtain
samples 1-7/8 inches in diameter
Lane Mine nvesUgation Approximate Boring Locations
Lane Approximate Boring Locations
Thts drdwng and the design show are fle
property of ESP Associates PA The reproductionaterationcopyingor other use of this drawing
without thew wntten consent is prohibited and any
infringement wifi be subject to lega action
ESP Associates PA
1JD4Z303
WestEndNew Again Hazards3.mxd
921.07
ALB
MJS
REVIS ON
FIGURE
Existing Parcels
Charlotte NC 28203
BORING LOCATION
PLAN WITH SITE
VICINITY MAP
HSDR.A SINTENDED Os APPR XMABOR NG LOCAT ONS ONLY NO OTHER INFORMATIONEXPRESSED OR MPUED
MOREHEAD
STATION
I...
Cha1otte NC
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
Asphalt Concrete
Topsoil
Gravel
Sand
Silt
Clay
SOIL TYPES
Shown in Graphic Log
Sandy
EEL Silty
Organic
Clayey
Silty Sand
Clayey Sand
ftLl Sandy Silt
Clayey Silt
Sandy Clay
Silty Clay
Partially Weathered Rock
Cored Rock
SAMPLER TYPES
Shown in Samples Column
Shelby Tube
Split Spoon
Rock Core
No Recovery
CONSISTENCY
CONSISTENCY
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
OF COHESIVE SOILS
STD PENETRATION
RESISTANCE
BLOWS FOOT
to
to
to
to 15
16 to 30
31 to 50
Over 50
WATER LEVELS
Shown in Water Level Column
Water Level at Termination of Boring
Water Level Taken After 24 Hours
Loss of Drilling Water
Hole Cave
REC Total Length of Rock Recovered in the Core Barrel Divided
by the Total Length of the Core Run Times 100 expressed
as percentage
RQD Total Length of Sound Rock Segments Recovered that are
Longer Than or Equal to mechanical breaks included
Divided by the Total Length of the Core Run Times 100
expressed as percentage
STD PENETRATION
RESISTANCE
BLOWS FOOT
to
Loose to 10
Medium Dense
11 to 30
31 to 50
Over 50
The Number of Blows of 15 lb
Hammer Falling 20 in Required
to Drive Cone Point 3/4 in
When Properly Evaluated it can
be compared to the Standard
Penetration Resistance
CONSISTENCY OF COHESIONLESS SOILS
CONSISTENCY
Very Loose
Dense
Very Dense
TERMS
Standard The Number of Blows of 140 lb Hammer Falling 30 in Dynamic Cone
Penetration Required to Drive 1.4 in l.D Split Spoon Sampler Foot Penetrometer
Resistance N-Value As Specified in ASTM D-1586 Test Data
V.A
-ii
_1
PROJECT Morehead Station TEST BORING RECORD L-1
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 709 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate as location not surveyed due to
JLS 48.5 Feet
CME 55 grading activities
DATE DRILLED WATER LEVEL Drilling services provided by AmeriDrill
08/28/07 45.0 feet TOB 34.8 feet Day
I-.-SOIL DESCRIPTION
FILL Stiff Brown Fine Sandy SILT with gravel
wwF-Lii
-J -.
_j
STANDARD PENETRATION TEST DATA
Blows/ft
RESIDUUM Very Stiff Yellowish Brown Clayey Fine
Sandy Elastic SILT
10
15
20
25
30
Medium Dense Brown and White Silty Fine SAND
Stiff Yellowish Brown Clayey Fine Sandy Elastic
SILT
Hard Grayish Brown Fine Sandy SILT
PARTIALLY WEATHERED ROCKWhenSampledBecomesBrown and White Silty
-J Fine to Medium SAND
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFORQUANTITIES
rESP
ESP Associaes PA
PAGE of
--
-J
-j
eQ
PARTIALLY WEATHERED ROCK
When Sampled Becomes Grayish Brown to Brown
Fine Sandy SILT with rock fragments
Boring was terminated at 48.5 feet Hole cave-in was
observed at 28.7 feet
PROJECT Morehead Station TEST BORING RECORD LiCharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 709 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate as location not surveyed due to
JLS 48.5 Feet CME 55 grading activities
DATE DRILLED WATER LEVEL Drilling services provided by AmeriDrill
08/28/07 45.0 feet lOB 34.8 feet DayDjW
SOIL DESCRIPTION F-LiJuj STANDARD PENETRATION TEST DATA
LL
w-_Blowsfft
C/10 30 50 709
0/0.5
0/0.4
50/0.1
40
45
50
55
60
65
669.0
664.0
659.0
654
649.0
644.0
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ES Associates PA
PAGE of
PROJECT No ELEVATION DRILLING METHOD
E4-UD42.303 708.7 Feet 2-1/4 ID HSA
LoGGED BY BORING DEPTH DRILL RIG
JLS 74 Feet CME 55
DATE DRILLED WATER LEVEL
08/28/07 40.0 feet TOB 35.0 feet Day
I___Io WWSOILDESCRIPTIONI-
-j Ui--
35
FILL Light Brown Fine Sandy SILT with gravel and
...asphalt
RESIDUUM Very Stiff to Hard Light Brown Fine
Sandy SILT
Very Stiff Yellow and Brown Fine Sandy Elastic SILT
PARTIALLY vvtlu iiiu ROCK
When Sampled Becomes Light Brown to Brown Fine
Sandy SILT
Very Hard Light Brown to Brown Fine Sandy SILT
Very Stiff Light Brown and Yellowish Brown Fine
Sandy SILT
Hard Light Brown and White Fine Sandy SILT with
rock fragments
NOTES
UPPER PARKING DECK
Drilling services provided by AmeriDrilI
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
PROJECT Morehead Station TEST BORING RECORD L-2
Charlotte North Carolina
STANDARD PENETRATION
TEST DATA
Blows/ft
29
49
29
10
15
20
25
30
.4
Medium Dense Light Brown Silty Fine SAND
58
25
17
-j
-J
29
36
PAGE of
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
FM ssociat PA
PROJECT Morehead Station TEST BORING RECORD L-2
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 708.7 Feet 2-1/4 ID HSA UPPER PARKING DECK
LOGGED BY BORING DEPTH DRILL RIG Drilling services provided by AmeriDrill
JLS 74 Feet CME 55
DATE DRILLED WATER LEVEL
08/28/07 40.0 feet TOB 35.0 feet Day
cj STANDARD PENETRATION TEST DATA
LLo2SOILDESCRIPTION-J BlowsiftW..j
10 30 50 709
PARTIALLY WEATHERED ROCK
_iji When Sampled Becomes Light Yellowish Brown and
White Fine Sandy SILT
RESIDUUM Hard to Very Hard Yellow and Brown
Clayey Fine Sandy Elastic SILT
Very Dense Light Brown and White Silty Fine SAND
40
45
50
55
60
65
70-
PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown and White
Silty Fine SAND
-i-
668.7
663.7
658.7
653.7
648.7
643.7
638.7
50/0.5
32
69
50/0.5
50/0.4
50/0.3
50/0.4
PAGE of
Boring was terminated at 74 feet Hole cave-in was
observed at 60 feet
503.7
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
PROJECT Morehead Station TEST BORING RECORD L-2
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 708.7 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Drilling services provided by AmeriDrill
JLS 74 Feet CME 55
DATE DRILLED WATER LEVEL
08/28/07 40.0 feet TOB 35.0 feet Day-Jw
SOILDESCRIPTION I-WLIJ STANDARD PENETRATION TEST DATA
ILw_LIJ Blows/ft
IX 10 30 50 709
50/0.5
75
80
85
90
95
100
633.7
628.7
623.7
618.7
613.7
608.7
LI
-J
FSP AocIaRs
PAGE of
RESIDUUM Medium Dense to Very Dense Brown
and White Silty Fine SAND
rT PARTIALLY WEATHERED ROCK
1.JJ When Sampled Becomes Brown Fine Sandy SILT
PARTIALL vvInrwI ROCK
When Sampled Becomes Brown and White Silty
Fine SAND with rock fragments
358.5-
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
PROJECT Morehead Station TEST BORING RECORD L-3CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 693.5 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Boring offset west and south
JLS 38.5 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/29/07 Dry TOB 20.0 feet Days Drilling services provided by AmeriDrill
ajLUW
0.SOIL DESCRIPTION STANDARD PENETRATION TEST DATA
IL
W...-Blows/ft
10 30 50 709
688.5
683.5
00
10
15
20
25
30-
22
24
46
54
50/0.0
50/0.1
50/0.1
50/0.5
0/0.2
IU..J
573.5
nIc_
-uc
663.5
th
-J
F-
ES AsodF-s
PAGE of
PROJECT No
E4-UD42.303
DATE DRILLED
08/29/07
ELEVATION
693.5 Feet
WATER LEVEL
Dry lOB
DRILLING METHOD
2-1/4 ID HSA
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
EP Asscias
PROJECT Morehead Station TEST BORING RECORD L-3CharlotteNorthCarolina
LOGGED BY BORING DEPTH DRILL RIG
JLS 38.5 Feet CME 55
NOTES
UPPER PARKING DECK
Boring offset west and south
IY 20.0 feet fl
C-10 SOIL DESCRIPTION
Elevation approximate due to offset
Drilling services provided by AmeriDriIl
Boring was terminated at 38.5 feet Hole cave-in was
observed at 25.8 feet40
45
50
55
60
65
70
PAGE of
KiuuuM Medium Dense to Loose brown and
White Silty Fine SAND
Boring was terminated at 34.5 feet Hole cave-in was
observed at 24.7 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
FSP \csocIatec
PROJECT Morehead Station TEST BORING RECORD L-4CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 689.6 Feet 2-1/4 ID HSA UPPER PARK1NG DECK
LOGGED BY BORING DEPTH DRILL RIG Drilling services provided by AmeriDrill
JLS 34.5 Feet CME 55
DATE DRILLED WATER LEVEL
08/29/07 Dry TOB Dry Days -Jw
STANDARD PENETRATION TEST DATA LL3-SOIL DESCRIPTION 0-Lii.-Blows/ft
10 30 50 709
684.6
679.6
674.6
10
15
20
25
30
Hard Brown Fine Sandy SILT
Dense Brown and White Silty Fine SAND
PARTIALLY WEATHERED ROCK
3J When Sampled Becomes Brown Fine Sandy SILT
RESIDUUM Very Dense Brown and White Silty FineSAND
PARTIALLY WEATHERED ROCK
When Sampled Becomes Brown and White Silty
j-1r-1 FIneSAND
PARTIALLY WEATHERED ROCK
When Sampled Becomes Brown and White Silty
Fine to Medium SAND
13
10
45
37
50/0.3
60
50/0.5
50/0.4
50/0.2
664.6
PAGE of
PROJECT Morehead Station TEST BORING
RECORD L-5CharbtteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 697.5 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate due to offset
JLS 65.5 Feet
CME 55
Drilling services provided by AmeriDrillDATEDRILLEDWATERLEVEL
08/24/07 43.0 feet lOB Yl 36.0 feet Days _______________
I.--WW STANDARD PENETRATION TEST DATA
ILSOILDESCRIPTIONuJ..-__J .i Blows/if
10 30 50 709
RESIDUUM Very Stiff Reddish Brown Fine Sandy
SILT
30
Hard Brown and White Clayey Fine Sandy SILT
PARTIALLY WEATHERED ROCK
When Sampled Becomes White Fine Sandy SILT
PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown and White
Fine Sandy SILT
362.5
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
nn
687.5
682.5
10
15
20
25
30
34
50/0.4
50/0.3
50/0.5
50/0.4
50/0.5
LJ1
667.5
50/0.4
50/0.2
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-5CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
UPPER PARKING DECKE4-UD42.303 697.5 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate due to offset
JLS 65.5 Feet CME 55
Drilling services provided by AmeriDrillDATEDRILLEDWATERLEVEL
08/24/07 43.0 feet TOB Yl 36.0 feet Days
U.JLiJ STANDARD PENETRATION TEST DATA
U.oJ SOILDESCRIPTIONw.-Blowsfft
C/10 30 50 709
PARTIALLY WEATHERED ROCKWhenSampledBecomesGrayish Brown and Brown
Fine Sandy SILT
Hc
40
45
50
55
60
65
PARTIALLY WEATHERED ROCK
11J
When Sampled Becomes White Silty SAND
PARTIALLY WEATHERED ROCK
When Sampled Becomes Brown and White Silty
jJ Fine to Medium SAND
PARTIALLY WEATHERED ROCK
j-1 When Sampled Becomes Brown and White Silty
r5 Fine SAND
ipJ
657.5
652.5
647.5
642.5
637.5
632
50/0.1
50/0.3
50/0.2
50/0.1
50/0.3
50/0.1
Auger refusal encountered at 65.5 feet Boring was
terminated at 65.5 feet Hole cave-in was observed at
41 feet
_j
ci
OD
Co
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOTBEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
CI Asodates
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-6
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 678 Feet 2-1/4 ID HSA LOWER PARKING DECK
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 south
JLS 57.3 Feet CME 55 Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/27/07 Not Recorded 14.5 feet Drilling services provided by AmeriDrill
LU LiiQoSOILDESCRIPTION STANDARD PENETRATION TEST DATA
w_._iii Blows/ft-i
10 30 50 709
FILL Light Brown Fine Sandy SILT with gravel and
-..asphalt
673.0
668.0
FILL Firm Reddish Brown Fine Sandy CLAY
FILL Soft Reddish Brown Silty CLAY
RESIDUUM Stiff Yellowish Brown Silty CLAY with
rock fragments
Stiff Yellowish Brown and White Fine Sandy Silty
CLAY
10 Very Stiff to Firm Brown to Light Brownish White
Fine Sandy SILT with mica
15
20
Medium Dense to Dense Light Brown and White
Silty Fine SAND25
30--
658.0
18
15
19
32
1.
4Rn
0-I
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
EP dl
PAGE of
PROJECT Morehead Station TEST BORING
RECORD L-6
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 678 Feet 2-1/4 ID HSA LOWER PARKING DECK
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 south
JLS 57.3 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/27/07 Not Recorded 14.5 feet Drilling services provided by AmeriDrill
ID QjWWoiSOILDESCRIPTION STANDARDPENETRATIONTESTDATA IL
w__Blows/ft
10 30 50 70
Dense Brown Silty Fine to Medium SAND
PARTIALLY WEATHERED ROCK
1J1 When Sampled Becomes Brown Silty Fine to
Medium SAND
Wiite and Black Fine To Medium Grained
GRANODIORITE Moderately Fractured
Vertical22FracturesRec100%Rqd41%
White and Black Fine To Medium Grained
GRANODIORITE Highly FracturedRec100Rqd35%
31
50/0.5
638.0
633.0
628.0
623.C
40
45
50
55
60
65
70
U-
Co
U-
White and Black To Gray Fine To Medium Grained
To Fine Grained GRANODIORITE Slightly
Fractured
\Rec 94 Rqd 62%
Auger refusal encountered at 47.3 feet Boring was
terminated at 57.3 feet Hole cave-in was observed at
44.7 feet
--
Co
-J
-C
C-
Co
618.0
613.0
308.0
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
10 NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ESP ociato PA
P.O Box 7030
Charlotte NC 28241 803802-2440
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-7
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
LOWER PARKING DECKE4-UD42.303 678 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate as location not surveyed due to
JLS 9.9 Feet CME 55 grading activities
DATE DRILLED WATER LEVEL Drilling services provided by AmeriDrill
08/29/07 Dry TOB
__J
F-STANDARD PENETRATION TEST DATA
LLSOILDESCRIPTIONciw-
ILl Blows/It
10 30 50 709
FILL Brown Fine Sandy SILT with gravel
PARTIALLY WEATHERED ROCK
When Sampled Becomes White Fine Sandy SILT
HC
673.0
668.0Augerrefusalencounteredat9.9 feet Boring was
terminated at 9.9 feet Hole cave-in was observed at
6.4 feet
50/0.4
50/0.3
50/0.1
50/0.5
10
15
20
25
30
35
658.0
653.0
648.3
.iJ
-J
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
iSP ociaF PADO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
LU
PAGE of
RESIDUUM Medium Dense Brown and Black SiltySANDwithmica
Auger refusal encountered at 22.1 feet Boring was
terminated at 22.1 feet Hole cave-in was observed at
15.5 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
4ESP
FSP ASociaU PA
PROJECT Morehead Station TEST BORING RECORD L-8CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 674 Feet 2-1/4 ID HSA LOWER PARKING DECK
LOGGED BY BORING DEPTH DRILL RIG Boring offset east
JLS 22.1 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/28/07 Dry lOB 16.0 feet Drilling services provided by AmeriDrill--0jwwSOILDESCRIPTION STANDARD PENETRATION TEST DATA
uJ-__J Blows/ft
10 30 50 709
FILL Brown to Dark Brown SILT with gravel
Very Stilt Yellowish Brown and White Fine Sandy
High Plasticity CLAY
Dense Brownish Black and White Silty Fine SAND
with mica
PARTIALLY WEATHERED ROCK
rL-1 When Sampled Becomes Brownish Black and White
j-Silty Fine SAND with mica
PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown and White
Fine to Medium SAND with mica
10
15
20
25
30
17
16
33
34
50/0.3
50/0.5
--
669.0
664.0
659.0
654.0
649.G
644.0
PAGE of
rcuuudM Stiff to Very Stiff Grayish Brown and
White Fine Sandy SILT
Loose to Very Dense White and Grayish Brown SiltySANDwithmica
Auger refusal encountered at 33.2 feet Boring was
terminated at 33.2 feet Hole cave-in was observed at
19.3 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ESP sxiPA
PROJECT Morehead Station TEST BORING RECORD L-9CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 679.5 Feet 2-1/4 ID HSA LOWER PARKING DECK
LoGGED BY BORING DEPTH DRILL RIG Boring offset 10 north
JLS 33.2 Feet CME 55 Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 16.3 feet TOB 14.3 feet Drilling services provided by AmeriDrill
Qj LUWw
LU STANDARD PENETRATION TEST DATA
LL0_SOILDESCRIPTION CLuJ_J Blows/ft---._________________________________________________10 30 5O 70
10
15
20
25
30
35
674.5
669.5
664.5
659.5
654
649.5
14
18
21
20
66
50/0.1
50/0.2
50/0.0
j-j-PARTIALLY WEATHERED ROCK
jj-When Sampled Becomes White and Grayish Brown
Silty SAND with mica
PAGE of
cJ
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOTBEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFEISTANCESORQUANTITIES
ESP ciate P.A
PROJECT No ELEVATION
E4-UD42.303 674.3 Feet
PROJECT Morehead Station TEST BORING RECORD L-1OCharotteNorthCarolina
DRILLING METHOD
2-1/4 ID HSA
DATE DRILLED
08/24/07
LoGGED BY BORING DEPTH DRILL RIG
JLS 20.5 Feet CME 55
WATER LEVEL
Dry TOB
I---
NOTES
LOWER PARKING DECK
Drilling services provided by AmeriDrill
Dry Days
SOIL DESCRIPTION
RESIDUUM Stiff Reddish Brown Fine Sandy SiltyCLAY
wwF-
uJ
-J .._
_J
STANDARD PENETRATION TEST DATA
Blows/ft
jr PARTIALLY WEATHERED ROCK
J..i When Sampled Becomes Light Brown and White
j_5J Fine Sandy SILT with rock fragmentsrr
RESIDUUM Very Dense Light Brown and White
Fine Sandy SILT with rock fragments
jr1 PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown and White
rJ Fine Sandy SILT with rock fragments
White and Black To Light Gray Medium To Coarse
Grained To Fine Grained GRANODIORITE FoliatedRec88%Rqd79%
Gray Fine Grained GRANODIORITE
Foliated Near Vertical Fractures
Rec 100%Rqd 100%
10
15
20
25
30
669.3
664.3
659.3
654.3
649.3
644.3
Black and White To Light Gray Fine To Medium
Grained To Fine Grained GRANODIORITE Foliated\R100%Rqd88%
Auger refusal encountered at 10.5 feet Boring was
terminated at 20.5 feet Hole cave-in was observed at
feet
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-1CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
TOWNHOMEE4-UD42.303 678 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 east
JLS 21 Feet CME 55 Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/28/07 Dry lOB Dry Day Drilling services provided by AmeriDrill
E--10 WLiJSOILDESCRIPTION STANDARD PENETRATION TEST DATA
uJ-__J Ll Blows/if
Ci 10 30 50 709
FILL Light Brown Fine Sandy SILT with gravel
FILL Very Stiff Reddish Brown Silty CLAY
FILL Possible BOULDER offset 10 feet south
10
RESIDUUM Very Stiff Brown and White Fine Sandy
SILTwith mica
jJ
18
50/0.5
28
29
iO/0.3
iO/0.2
rMr IMLLY WEATHERED ROCK
When Sampled Becomes Brown Fine Sandy SILT
Auger refusal encountered at 21 feet Boring was
terminated at 21 feet Hole cave-in was observed at
14.8 feet
673.0
668.0-
663.0-
658.0-
653.0-
648.0
15
20
25
30
35
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATEIORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFORQUANTITIES
F-
Co
C1
I-
Co
uJ
$ESP
CoP Sodk.PA
PAGE of
FILL Light Brown Fine Sandy SILT with gravel
RESIDUUM Stiff Brown Fine Sandy Clayey SILT
Very Stiff to Very Hard Grayish Green Fine Sandy
Clayey SILT
Auger refusal encountered at 31 feet Boring was
terminated at 31 feet Hole cave-in was observed at
18 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
$\IESP
FSP\
PROJECT Morehead Station TEST BORING RECORD L-12
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
TOWNHOMEE4-UD42.303 678 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate as location not surveyed due to
JLS 31 Feet CME 55 grading activities
DATE DRILLED WATER LEVEL Drilling services provided by AmeriDrill
08/29/07 Dry TOB Dry Days
LUWW STANDARD PENETRATION TEST DATA
ILSOILDESCRIPTIONI-LIi ---Blows/ftLU
C/10 50 709
673.0
co10
15
20
25
JJ
11
31
26
72
50/0.3
50/0.2
50/0.4
PARTIALLY WEATHERED ROCK
When Sampled Becomes Grayish Green Fine Sandy
Clayey SILT
PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown Fine SandySILT
PARTIALLY WEATHERED ROCK
When Sampled Becomes Grayish Brown Fine
Sandy SILT with rock fragments
563.0
658.C
653.0
648.0
343.0
30
35
PAGE of
PARTIALLY ROCK
When Sampled Becomes Light Brown and White
Fine Sandy SILT
PARTIALLY WEATHERED ROCKWhenSampledBecomesGrayish Brown And Black
and White Fine Sandy SILT
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ESP sodat PA
PROJECT Morehead Station TEST BORING RECORD L-1CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4.-UD42.303 693 Feet 2-1/4 ID HSA MIXED-USED BUILDING
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 north
JLS 48.5 Feet CME 55 Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 Dry lOB 32.8 feet Day Drilling services provided by AmeriDrill
SOIL DESCRIPTION STANDARD PENETRATION TEST DATA
Blows/ft
10 30 50 709
Ii
II
II
10
15
20
25
30-
35
50/0.5
50/0.4
50/0.4
50/0.5
50/0.5
50/0.4
50/0.4
50/0.2
39
PARTIALLY WEATHERED ROCKWhenSampledBecomesBrownClayey Fine SandySILT
RIUUUM Hard Brown Hne Sandy SILT
PAGE of
PARTIALLY WEATHERED ROCK
When Sampled Becomes Brown Clayey Fine SandySILT
ing was terminated at 48.5 feet Hole cave-in was
observed at 37.7 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFORQUANTITIES
sp sia1es PA
PROJECT Morehead Station TEST BORING RECORD L-13
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 693 Feet 2-1/4 ID HSA MIXED-USED BUILDING
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 north
JLS 48.5 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
0/23/07 Dry lOB 32.8 feet Drilling services provided by AmeriDrill
CD SOIL DESCRIPTION LIJw STANDARD PENETRATION TEST DATA
Blows/ft
10 30 50 709t
LL
jJ 50/0.1
50/0.3
50/0.1
40
45
50
55
60
65
70
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-14CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 670 Feet 2-1/4 ID HSA MIXED-USE BUILDING
LoGGED BY BORING DEPTH DRILL RIG Boring offset 10 east and 15 north
JLS 23.2 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 Dry TOB Dry Day Drilling services provided by AmeriDrill
WLLJ STANDARD PENETRATION TEST DATADQSOILDESCRIPTIONI-W.j uJ Ll Blows/ft
10 30 50 709
RESIDUUM Stiff Reddish Brown Fine Sandy SiltyCLAY
i_il_i PARTIALLY WEATHERED ROCK
_J 1.1 When Sampled Becomes White Fine Sandy Clayey
SILT
RESIDUUM Hard White Fine Sandy Clayey SILT
PARTIALLY WEATHERED ROCK
_JJ When Sampled Becomes White Fine Sandy Clayey
SILT
PARTIALLY WEATHERED ROCK
1J When Sampled Becomes Brown Fine Sandy SILT
10
15
20
25
30
13
50/0.4
41
50/0.4
50/0.1
50/0.5
50/0.0Augerrefusalencounteredat23.2 feet Boring was
terminated at 23.2 feet Hole cave-in was observed at
16.2 feet
660.0
655.0
650.0
645.0
640.0
635.0
--
ci
-J
ci
uJ
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOTBEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
IESP
ES AsCcia0 PA
PAGE of
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ES SOCia.PA
PROJECT Morehead Station TEST BORING RECORD L-15CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 679 Feet 2-1/4 ID HSA MIXED-USE BUILDING
LOGGED BY BORING DEPTH DRILL RIG Boring offset south
JLS 22 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 Dry TOB Dry Day Drilling services provided by AmeriDrill
-j--WUJSOILDESCRIPTION STANDARD PENETRATION TEST DATA
Li
w..-_LU Blows/ft--__________10 30 50 709j-PARTIALLY WtAI utu ROCK
When Sampled Becomes Brown and Gray Fine
Sandy SILT
11
Mc 74.0
50/0.5
50/0.5
50/0.3
50/0.2
LU Dark Gray Fine Grained GRANODIORITE Highly
Fractured
-\R69%Rqd25%
Dark Gray Fine Grained GRANODIORITE\R 92%Rqd 87%
Brown Fine Grained GRANODIORITE Very Highly
Fractured With Clay Seams
15 Rec33%Rqd10%
Dark Gray Fine Grained GRANODIORITE Highly
Fractured Vertical Fractures
Rec77%Rqd35%
20
Auger refusal encountered at 10 feet Boring was
terminated at 22 feet Hole cave-in was observed at
5.5 feet
25
30-
664.0
659.0
654.0
649.0
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-1CharlotteNorthCarolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 683 Feet 2-1/4 ID HSA MIXED-USE BUILDING
LOGGED BY BORING DEPTH DRILL RIG Boring offset south
JLS 41.6Feet CME55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 Dry TOB Dry Day Drilling services provided by AmeriDrill
F-.--Lu SOIL DESCRIPTION
RESIDUUM Very Stiff Yellowish Brown to Brown
Fine Sandy SILT
LuwI-Lu
Lu
-j
Lu
C/
STANDARD PENETRATION TEST DATA
Blows/ft
Very Stiff to Hard Grayish Brown and White Fine
Sandy SILT
18
25
25
3010
15
20
25
30
PARTIALLY WEATHERED ROCK
When Sampled Becomes Grayish Brown and White
Fine Sandy SILT
44
RESIDUUM Very Stiff Brown and Gray Silty CLAY
with rock fragments
Light Gray Hne Grained GRANODIORITE Slightly
Fractured
Rec 100%Rqd 69%
p.
Co
UI
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ES Asodates p.\
PAGE of
cJ
-J
C4
Lii
PROJECT Morehead Station TEST BORING RECORD L-16
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
MIXED-USE BUILDINGE4-UD42.303 683 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Boring offset south
JLS 41.6Feet CME55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/23/07 Dry TOB Dry Day Drilling services provided by AmeriDrill
oH SOIL DESCRIPTION ILJWI-LU o__i
Light Gray Fine Grained GRANODIORITE
Moderately FracturedRec97%Rqd52%
STANDARD PENETRATION TEST DATA
Blows/ft
10 30 50 709
Light Gray Fine Grained GRANODIORITE
Foliated Slightly Fractured
\Re89%Rqd61%
Auger refusal encountered at 31.6 feet Boring was
terminated at 41.6 feet Hole cave-in was observed at
22.1 feet
45
50
55
60
65
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
iSP Sisodale PA
PAGE of
RESIDUUM Very Stiff to Very Hard Light Brown to
White Fine Sandy SILT
Auger refusal encountered at 21 feet Boring was
terminated at 21 feet Hole cave-in was observed at
15.3 feet
30 643.0
638.0
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
FSP sociaUs
PROJECT Morehead Station TEST BORING RECORD L-17
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 673 Feet 2-1/4 ID HSA MIXED-USE BUILDING
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate due to offset
JLS 21 Feet CME 55
Drilling services provided by AmeriDrillDATEDRILLEDWATERLEVEL
08/23/07 Dry TOB Dry Day
SOILDESCRIPTION WW STANDARD PENETRATION TEST DATA
uJ-__J Blows/ft
Cl 10 30 50 7O9
10
15
20
25
PARTIALLY WEATHERED ROCK
When Sampled Becomes Light Brown to White Fine
_J Sandy SILT
II
24
26
67
55
50/0.1
50/0.1
50/0.0
668.0
663.C
658.C
653.C
648.C
PAGE of
-.4
-4
PROJECT Morehead Station TEST BORING RECORD L-18
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
E4-UD42.303 708 Feet 2-1/4 ID HSA BASEMENT RETAINING WALL
LOGGED BY BORING DEPTH DRILL RIG Boring offset 10 north
JLS 28.9 Feet CME 55
Elevation approximate due to offsetDATEDRILLEDWATERLEVEL
08/29/07 Dry TOB Dry Days Drilling services provided by AmeriDrill
F.-Lu
C-
SOIL DESCRIPTION
.FILL Brown Silty SAND with gravel
RESIDUUM Stiff to Very Stiff Reddish Brown and
Black Fine Sandy SILT
DjWW STANDARD PENETRATION TEST DATA
IL
Blows/ft
Medium Dense to Dense Yellowish Brown and Black
Silty Fine SAND
10
15
20
25
30
jj-PARTIALLY WEATHERED ROCK
When Sampled Becomes Yellowish Brown and
5J Black Silty Fine SAND
Boring was terminated at 28.9 feet Hole cave-in was
observed at 17.5 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVENOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFORQUANTITIES
ESP
PAGE of
Firm Feddish Brown And Black and Yellowish Brown
Fine Sandy Elastic SILT
Soft Pinkish Red and Yellowish Brown And Black
Fine Sandy Silty CLAY
Soft to Firm Pinkish Red and Yellowish Brown And
Black Clayey Fine Sandy SILT
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
ESP
ESPAssociae P.A
PROJECT Morehead Station TEST BORING
RECORD L-19
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
RETAINING WALLE4-UD42.303 706 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate due to offset
JLS 75 Feet CME 55
Drilling services provided by AmeriDrillDATEDRILLEDWATERLEVEL
08/29/07 Dry TOB Dry Days
_J STANDARD PENETRATION TEST DATASOILDESCRIPTIONF-
LJJ.__j Blows/ft
C/10 30 50 7091
FILL brown Silty SAND with gravel
RESIDUUM Stiff Reddish Brown Silty CLAY
10
15
20
25---
30
35
701.0
696.0
691.0
686.0
681.0
676.0
571.0
13
10
PAGE of
PROJECT No
E4-UD42.303
ELEVATION
706 Feet
PROJECT Morehead Station TEST BORING RECORD LI
Charlotte North Carolina
DRILLING METHOD
2-1/4 ID HSA
DATE DRILLED
08/29/07
LOGGED BY BORING DEPTH DRILL RIG
JLS 75 Feet CME55
WATER LEVEL
Dry TOB
lii
NOTES
RETAINING WALL
Elevation approximate due to offset
Drilling services provided by AmeriDrill
SOIL DESCRIPTION STANDARD PENETRATION
TEST DATA
Blows/ft
40
45
50
55
60
frm Yellowish Brown and White Fine Sandy Elastic
SILT
Firm Yellowish Brown and White Fine Sandy SILT
Loose Yellowish Brown and White Silty Fine SAND
FILL Grayish Green Fine Sandy SILT with wood
fragments moist Possible Mine Activity
RESIDUUM Medium Dense Grayish Green Silty
Fine SAND with rock fragments and brown clayeysand
10
th
-3
ruIJuuIvJ Dense Brownish Gray and White Silty
Fine SAND with rock fragments
65
70
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHEGENERALARRANGEMENTSOF THESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
26
36
ESP AssociaRs
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-19
Charlotte North Carolina
PROJECT No ELEVATION DRILLING METHOD NOTES
RETAINING WALLE4-UD42.303 706 Feet 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG Elevation approximate due to offset
JLS 75 Feet CME 55
Drilling services provided by Amen DrillDATEDRILLEDWATERLEVEL
08/29/07 DryTOB Dry@7 Days -JwaESOILDESCRIPTIONI-WW STANDARD PENETRATION TEST DATA
w_._Blows/fl
10 30 50 709
s.ouuuIvI viy riaiu iiuwisii
Brown and Black
Fine Sandy SILT
Boring was terminated at 75 feet Hole cave-in was
observed at 37 feet
ELEVATIONS ARE DESIGNATED FOR COMPARISON PURPOSES ONLY ELEVATIONS ATBORINGLOCATIONSHAVE NOT BEEN SURVEYED AND ARE NOT ACCURATE DEPTHMEASUREMENTSARESHOWNTOILLUSTRATETHE GENERAL ARRANGEMENTS OF THESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE ELEVATIONS OR DEPTH MEASUREMENTS FOR DETERMINATION OFDISTANCESORQUANTITIES
70
631.0
626.0
621.0
616.0
611.0
80-
85-
90
95---
100-
105-
Cl
uJ
301.0
PAGE of
TEST BORING
RECORD M-1
NOTES
Drilling services provided by AmeriDrill
SOIL DESCRIPTION
FILL Brown Silty CLAY with rock fragments and
asphalt Auger Probe
RESIDUUM Firm To Stiff Brown Silty CLAY
RESIDUUM Firm Reddish Brown Fine Sandy SILT
Firm To Stiff Yellowish Brown Fine Sandy SILT
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTEREDATTHE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Assodates PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
PROJECT Morehead Station
Charlotte North Carolina
ELEVATION Existing
Ground Surface
DRILLING METHOD
2-1/4 ID HSA
BORING DEPTH DRILL RIG
70 Feet CME 55
WATER LEVEL
20
25
30
35
I-
-J
Lii
PAGE of
PROJECT Morehead Station TEST BORING RECORD M-1
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS 70 Feet CME 55
DATE DRILLED WATER LEVEL
09/18/07
QjWLIJ STANDARD PENETRATION TEST DATA
SOILDESCRIPTION I-
Lu___J Ui Blows/if
10 30 50 709
12
Stiff Brown Fine Sandy Elastic SILT
Very Stiff to Hard Yellowish Brown and White Fine
Sandy SILT
$ESP
ESP Associates PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
40
45
50
55
60
65
14
36
30
50
50/0.5
62
40-
60
65
7n
Hard Yellowish Brown and White Fine Sandy SILT
j-PARTIALLY WEATHERED ROCK
jJJ When Sampled Becomes Yellowish Brown and
JJJ White Fine Sandy SILT
RESIDUUM Very Hard Light Brown Fine Sandy
SILT
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
PAGE of
CD
CD
05
-J
o-j
ID
0-I
Lii
PROJECT Morehead Station TEST BORING
RECORD M-1
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS 70 Feet CME 55
DATE DRILLED WATER LEVEL
09/18/07
i1 o.STANDARD PENETRATION
TEST DATA
SOIL DESCRIPTIONw-Blows/ft
10 30 50 709
.rs .rnrnPARTIALLivvInri ROCK
\When Sampled Becomes Light Brown SILT with
\rock fragments
Boring was terminated at 70 feet
7C75
80
85
90
95
100
80
85
90
95
100
4n_
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Asodate PA
Box 7030
Charlotte North Carolina
28241 803.802.2440
PAGE of
Morehead Station
Charlotte North Carolina ____________________________________
ELEVATION Existing DRILLING METHOD NOTES
Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
BORING DEPTH DRILL RIG
56.2 Feet
CME 55
WATER LEVEL
10
20
25-
30
-__
PROJECT TEST BORING
RECORD L-1-125
SOIL DESCRIPTION
RESIDUUM Reddish Brown Fine Sandy SILT AND
CLAY Auger Probe
uiwF-LU
LU-j STANDARD PENETRATION TEST DATA
Blows/ft
10 30 50709
To Stiff Yellowish Brown Fine Sandy Elastic
Loose Yellowish Brown Silty Fine SAND
Stiff Yellowish Brown Fine Sandy Elastic SILT
11
10
17
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
ESP Assodates .A
Box 7030
Charlotte North Carolina 28241 803.802.2440
PAGE of
PROJECT Morehead Station TEST BORING RECORD L-1-12.5
Charlotte North Carolina
PROJECT NoV ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS_____________56.2 Feet CME 55
DATE DRILLED WATER LEVEL
09/1 8/07 ---
Ui Lii E-STANDARD PENETRATION
TEST DATAO--Q SOILDESCRIPTION I-Liiw--i Blows/if
10 30 50 709
Wto Very Stiff Yellowish Brown Fine Sandy SILT
ViStiff Light Brown and Black Fine Sandy SILT
with rock fragments
Very Dense White and Black Silty Fine SAND
Hard White Fine Sandy SILT
Very Hard Light Brown Fine Sandy SILT
j-j-PARTIALLY WEATHERED ROCK
ri When Sampled Becomes Light Brown Fine Sandy
JJ3.J
SILT
PARTIALLY WEATHERED ROCK
When Sampled Becomes Brown Silty Fine SAND
40
45
50
55
60
65
70
w-
45
50
55
Boring was terminated at 56.25 feet
14
24
21
56
36
78
50/0.5
50/0.3
50/0.3
803.802.2440
65
-J
ci
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH
MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ES Associates .A
Box 7030
Charlotte North Carolina 28241
PAGE of
PROJECT Morehead Station
Charlotte North Carolina
ELEVATION Existing
Ground Surface
JDRILLING METHOD
2-1/4 ID HSA
TEST BORING
RECORD L-1-17
BORING DEPTH DRILL RIG
70 Feet CME 55
WATER LEVEL
NOTES
Drilling services provided by AmenD nil
SOIL DESCRIPTION
RESIDUUM Red Fine Sandy SILT AND CLAY
Auger Probe
LLJW -J
Cl
STANDARD PENETRATION TEST DATA
Blows/ft
15
20-
25-
---
th 35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF $ESPTHESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
ESPMacate.P
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION
OF DISTANCES OR Box 7030
QUANTITIES Charlotte North Carolina 28241 803.802.2440
PAGE of
fU
45
50
55
60
PROJECT Morehead Station
Charlotte North Carolina
TEST BORING
RECORD L-1-17
40
STANDARD PENETRATION
TEST DATA
Blows/ft
10 30 50 709
LL
ELEVATION Existing DRILLING METHOD NOTES
Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
BORING DEPTH DRILL RIG
70 Feet CME 55
WATER LEVEL
SOIL DESCRIPTION
IZI ________
WOH
U-
WOH
WOH
70
-J
WOH
WOH
45
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Mociates PA
Box 7030
Charlotte North Carolina 2824 803.802.2440
PAGE ot
PROJECT Morehead Station TEST BORING RECORD L-1 -17
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD
E4UD42.303 Ground Surface 2-1/4 ID HSA
LOGGED BY BORING DEPTH DRILL RIG
JLS____________70 Feet CME 55
DATE DRILLED WATER LEVEL
09/18/07 __________________
Ui.--
NOTES
Drilling services provided by AmeriDrill
CD
SOIL DESCRIPTION LIJW
LU
RESIDUUM Dense White mottled with Brown Silty
\Fine SAND with wood fragments
LU
-J
Co
Boring was terminated at 70 feet
O4
LU
STANDARD PENETRATION
TEST DATA
Blows/ft
75
80
85
90
95
100
90
if
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Associates PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
PAGE of
Loose to Medium Dense Light Brown and White
Clayey Fine SAND
Dense to Very Dense Light Brown and White Clayey
Fine SAND
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Asodates PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
OJECT Morehead Station TEST BORING RECORD L-1-31
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH
DRILL RIG
JLS 58.6 Feet
CME 55
DATE DRILLED WATER LEVEL
09/18/07
Q_J
LULU F-STANDARD PENETRATION TEST DATA
SOIL DESCRIPTION Blows/if-J 10 30 50 709
RESIDUUM Brown Fine Sandy SILT Auger Probe
Reddish Brown SILT and clay Auger Probe
10
15
20
25
30
Light Brown and White Clayey Fine SAND Auger
Probe
10 --
15
20
25-\--
30-1j 16
25
41
PAGE of
PARTIALLY WEATHERED ROG$
When Sampled Becomes Light Brown and White
Clayey Fine to Medium SAND
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESI Assciats PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
PROJECT Morehead Station TEST BORING
RECORD L-1-31
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS 58.6 Feet
CME 55
DATE DRILLED WATER LEVEL
09/18/07
SOIL DESCRIPTION LU LU STANDARD PENETRATION
TEST DATA
uj--Blows/ft
10 30 50 7091
40
45
50
55
60
65
70
48
65
50/0.3
50/0.5
50/0.4
50/0.3
50/0.5
50/0.1
50/0.1
Boring was terminated at 58.6 feet
v_
45
50
55
60
65
.7
PAGE of
10-
15-
20-
25-
30
PROJECT Morehead Station TEST BORING RECORD L-2-20
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID HSA Drilling services provided by AmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS 43.8 Feet CME 55
DATE DRILLED WATER LEVEL
09/18/07
ajWLIJ H-STANDARD PENETRATION
TEST DATA
LL
SOIL DESCRIPTION _Juj w-Blows/ft
10 30 50 7O9
RESIDUUM Very Stiff Reddish Brown Silty High
Plasticity CLAY with rock fragments
5--
Stiff Yellowish Brown Fine Sandy SILT
I-
Stiff Yellowish Brown and White Fine Sandy SILT
Medium Dense Light Brown and White Silty Fine
SAND
çf rJ PARTIALLY WEATHERED ROCK
When Sampled Becomes White Fine Sandy SILT
1j-3
with rock fragments
16
12
10
18
15
50/0.5
20
25
C.
30
Co
th
Co
Co
RESIDUUM Dense Yellowish Brown and White Silty
Fine SAND
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF $ESPTHESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS ES A....odates PA
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR Box 7030
QUANTITIES Charlotte North Carolina 28241 8038022440
PAGE of
--
-J
a-
PROJECT Morehead Station TEST BORING RECORD L-2-20
Charlotte North Carolina
PROJECT No ELEVATION Existing DRILLING METHOD NOTES
E4-UD42.303 Ground Surface 2-1/4 ID NSA Drilling services provided byAmeriDrill
LOGGED BY BORING DEPTH DRILL RIG
JLS 43.8 Feet CME 55
DATE DRILLED WATER LEVEL
09/18/07
-Jor-IWW STANDARD PENETRATION TEST DATA
SOIL DESCRIPTION Blowslft cc
10 30 50 7O9
PARTIALLY WEATHERED ROCK
J1 When Sampled Becomes Yellowish Brown and
White Silty Fine SAND 40
Boring was terminated at 43.8 feet
44
iO/0.540--
45-
50-
55
60
65
70
55
60
65
7n
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
QUANTITIES
$ESP
ESP Assodates PA
Box 7030
Charlotte North Carolina 28241 803.802.2440
PAGE of
Upper Deck Northeast Wall
20 40 E0 RU 100 120 140 160 180 200
710
700
690
680
L-2.
29
49
29
50/0.4
58
25
17
29
22
24
46
54
220 240 260
Proposed BOF 678 feet
L-3 30
--34
5010.4
50/0.3
710
700
50/0.0
50/0.5
50/0.4
50/0.1
50/0.1
50/0.5
50/0.2
50/0.1
36.LY
670 50/0.5
32
660 69
50/0.5
j-1
650 50/0.4
50l0.3-T
640 50/0.4 1J
rr5O/O.5
E30
50/0.5
50/0.4
50/0.2
50/0.1
50/0.3
50/0.2
50/0.1
50/0.3
50/0.1
690
680
670
660
650
640
Rfl
20 40 60 80 100 120 140 160 180 200 220
Borehole North East Elev Depth
L-2 542278.86 1445606.6 709.0 74.0
L-3 542331.39 1445482.3 693.5 38.5
L-5 542475.01 1445446.3 697.5
65.5
Distance Along Baseline ft
ESP
hSI Asoctate8
240 260
SUBSURFACE FENCE DIAGRAM
Morehead Station
Charlotte North Carolina
PROJECT DATE FIGURE
E4-UD42.303 9/21/2007
710
705
700
695
690
685
680
675
670
665
660
655
Upper Deck Southwest Wall
SUBSURFACE FENCE DIAGRAM
Morehead Station
Charlotte North Carolina
PROJECT DATE FIGURE
E4-UD42.303 9/21/2007
710
705
700
695
690
685
680
675
670
665
660
655
650
20 40 60 80 100 120 160 180 200 220 240 260----_______ _______ ________
_____________________________________
13
L3
13
50/04 10
rJ-45
50/04 Proposed BOF 678 feet 50/0
50/0.4 50/0.1
50/0.5 50/0.1
j..f
50/0.4 50/0.5
fJ
50/0.1..i 50/0.2
H50/0.1
50/0.3
60
50/0.5
i..
50/0.4 jriH5O/Q2
260
Borehole North East Elev Depth
L-1 542201.91 1445533.8 709.0 48.5
L-3 542331.39 1445482.3 693.5
38.5
L-4 542380.73 1445354.4 689.5
34.5
Ui
20 40 60 80 100 120 140 160 180 200
Distance Along Baseline ft
220 240
ESP
kSP Associates
LU
-J
ci
Ui
CC
Lower Deck Northeast Wall
690
685
20 40 60 80 100 120 140 160 180 200 220
Proposed BOF 680 feet
240
L-1O
Pr 50/0.3
B-3
13
675
670
665
16
660 .60
25/0.0
655
73
650
50/0.2
645
.50/0.1
L-8
L-9_______
14
17
62
..1a
21
33
_2016
34
690
685
680
675
670
665
660
655
650
645
66
50I0.1
20 40 50 50 100 120
Borehole North East Elev Depth
B-3 542718.49 1445113.8 667.0 18.7
L-10 542607.43 1445167.3 674.0 20.5
L-8 542495.50 1445138.8
674.0 22.1
L-9 542523.55 1445252.9 679.5
33.2
140 160
50/0.2
50/0.0
180 200 220
Distance Along Baseline ft
Note B-3 performed previously
for Beazer Homes
ESP
liSP Assod.ites
240
SUBSURFACE FENCE DIAGRAM
Morehead Station
Charlotte North Carolina
PROJECT DATE FIGURE
E4-UD42.303 9/21/2007
Lower Deck Southwest Wall
20 40 mo 120 140 160 180 200
630
620 620
610 _______________________________________________________________________610
20 40 60 80 100 120 140 160 180 200
Borehole North East Elev Depth
B-4 542527.57 1444960.9 670.0 20.0
L-6 542383.13 1445110.1
678.0 47.3
L-7 542467.57 1445024.9 678.0 9.9
L-8 542495.50 1445138.8 674.0 22.1
Distance Along Baseline ft
Note B-4 performed previously
for Beazer Homes
Morehead Station
Charlotte North Carolina
690
Pronosed BOF 680 feet
670
660
17
13
13
20
14
L-T
50/0.4
50/0.3
ProposedBOF670feet 50/0.1 17
50/0.5 16
33
34
650
640
630
50/0.3
50/0.5
690
650
670
660
650
640
15
19
32
31
50/0.5
-J
ii
-Ii
ESP
SUBSURFACE FENCE DIAGRAM
PROJECT DATE FIGURE
E4-UD42.303 9/21/2007
Mixed-Use Building Northeast Wall
20 40 AU RU 100 120 140 160 180 200 770 240 2Af
50/0.4r
660 50/0 50/0
50/01
50/0.0 50/0.0
650 650
645 645
640 _____ ___________________________________________640
20 40 60 80 100 120 140 160 180 200 220 240 260
Borehole North East Elev Depth
L-15 0.0000000 120.00000
679.0 22.0
L-16 0.0000000 240.00000 683.0 41.6
L-17 0.0000000 0.0000000 673.0 21.0
Distance Along Baseline ft
Morehead Station
Charlotte North Carolina
PROJECT DATE
E4-UD42.303 9/2112007
665
L-15
L-17
685
680
675 50/0.5
670 .50/0.2
50/0.0
Proposed BOF 866 feet
24
26
50/0.5
665
55
50/0.3
L-16
18
rnnoced BOF 7Q feet
655
685
680
675
670
zo
25
30
44
660
27
655
cL
ESP
SP As.odiies
SUBSURFACE FENCE DIAGRAM
FGUR
Mixed-Use Building Southwest Wall
20 40 60 80 100 120 140 160 180 200 220 240 260
695 695113
5oio.5F11E
690 50/0 H1j
690
5010.4
685 50/0
685
680 L15 Pioposed.BOF.67.9.feet biô 680
50/0
675 50/0.5 .j-1 675
50/0.3 50/0.4ir
670 50/0.2 670
50/00 50/04sf
ProposedBOFG66feet i__F
665 50/04
50/0
665
660 50/04 66039.
50/0.1
655 65550/0.1
5O/O.5i1T jir
650 50/0.3 650
50/00 j_fJ
645 50/0 645
640 ________________________________________1640
20 40 60 80 100 120 140 160 180 200 220 240 260
Distance Along Baseline ft
Borehole North East EIev Depth
L-13 0.0000000 240.00000 693.0
50.0
L-14 0.0000000 0.0000000 670.0
23.2
L-15 0.0000000 120.00000 679.0 22.0
-J
-a
cI
SUBSURFACE FENCE DIAGRAM
ESP Morehead Station
Charlotte North Carolina
LSPAS PROJECT DATE FIGURE
E4-UD42.303 9/21/2007
Resistivity Imaging Survey for Potential
Abandoned Mine Workings at the
Proposed Morehead Station Site
Charlotte North Carolina
prepared for
ESP Associates P.A
3475 Lakemont Blvd
Fort Mill SC 29708
by
ATS International Inc
107 Lester Street
Christiansburg Virginia 24073
ATS International Project No P07-50
September 19th 2007
Table of Contents
Introduction .1
Geologic Setting .1
Resistivity Imaging
3.1 Principles of Resistivity
3.2 Field Methods
3.3 Inversion Modeling
Results and Recommendations .4
References
Figures
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Moreliend Station Site Ghariotte North Carolina
List of Figures
Figure Site Location map
Figure Locations of the two resistivity lines
Figure Results of resistivity Line illustrating the data from the dipole-dipole array
and
the pole-dipole array
Figure Results of resistivity Line illustrating the data from the dipole-dipole array and
the pole-dipole array
Figure Locations of recommended additional borings at electrode locations 1-12.5 1-26
1-3 2-20 and 2-34
TS International ii
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
Executive Summary
ATS International Inc ATS was retained by ESP Associates P.A ESP to provide
resistivity imaging survey at the proposed Morehead Station development in Charlotte North
Carolina The study area is located at the intersection of Morehead Street and South Cedar Street
immediately north of 1-277 in downtown Charlotte This study was initiated in response to boring
data and historic maps that suggest that the site may have once been an
active gold mine that
contained both open surface mines and tunnels
The tasks involved in this study included
Research of the local geology and historical mining operations using published
resources
An electrical resistivity imaging study
to identify potential
subsurface mine workings
Preparation of this document detailing our methods and findings
Data for two resistivity lines were collected at the site using the pole-dipole and dipole-dipole
arrays Numerous low-resistivity and high-resistivity features were observed in the sections for
each of the lines Some of these features displayed characteristics that were interpreted as
possible abandoned mine workings To evaluate these interpretations we recommend that
series of new borings be conducted Along Line we recommend additional borings into the
low-resistivity features beneath electrode locations 1-12.5 halfway between flags 1-12 and 1-
13 1-26 and 1-3 On Line we recommend boring on the low-resistivity feature beneath
electrode 2-34 and the high-resistivity anomaly observed beneath 2-20
TS International iii
Resistiviiy Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
Introduction
ATS International Inc ATS was retained by ESP Associates P.A ESP to provide
resistivity imaging survey at the proposed Morehead Station development in Charlotte North
Carolina The study area is located at the intersection of Morehead Street and South Cedar Street
immediately north of 1-277 in downtown Charlotte Figure This study was initiated in
response to boring data and historic maps that suggest that the site may have once been an
active
gold mine that contained both open surface mines and tunnels
The tasks involved in this study included
Research of the local geology and historical mining operations using published
resources
An electrical resistivity imaging study
to identify potential
subsurface mine workings
Preparation of this document detailing our methods and findings
Geologic Setting
The site is located in the Charlotte Belt of the southwestern Piedmont Province of North
Carolina The Charlotte Belt consists primarily of metamorphic rocks of Pre-Cambrian and
Cambrian age that have been folded and faulted by ancient tectonic events The metamorphic
rocks of the Charlotte Belt have been intruded by igneous rocks of various lithologic
composition The geology beneath the site is mapped as granitic intrusion of Devonian or
Ordovician age Local foliations in the granite are mapped as trending to the northeast and
dipping steeply primarily to the northwest
Like many precious metals gold forms from the intrusion of super-heated geothermal
waters that
are laden with minerals As these fluids circulate through faults fractures and foliations in the
overlying rock they precipitate their mineral load Because geothermal fluids tend to exploit
faults arid fractures many of the deposits are long and narrow These deposits are often oriented
northeast-southwest consistent with the trend of many of the faults of the eastern United States
Resistivity Imaging
Two-dimensional surface resistivity imaging methods were employed at the site to provide
continuous imaging of the subsurface Electrical resistivity is fundamental parameter describing
how easily material can transmit electrical current High values of resistivity imply that the
material is very resistant to the flow of electricity low values of resistivity imply that the
material transmits electrical current very easily
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
3.1 Principles of Resistivity
The primary factors affecting the resistivity of earth materials are porosity water saturation clay
content and ionic strength of the pore water In general the minerals making up soils and rock
do not readily conduct electric current and thus most of the current
flow takes place through the
materials pore water The relatively high levels of pore water in soils and other unconsolidated
materials tend to give low resistivity values for the shallow subsurface Where the levels of pore
water in soils and other unconsolidated materials are low resistivity values tend to be high in the
shallow subsurface Massive bedrock
contains significantly less pore water than the overlying
soils resulting in generally higher resistivity values seen in the deeper subsurface The downward
vertical transition from low to high resistivity values observed on resistivity sections is usually
interpreted as the interface between the soil zone and the top of bedrock Occasionally
mineralogic conditions can result in low-resistivity rock that weathers to high-resistivity soils
Experiments by George Ohm in the early 19th century revealed the empirical relationship
between the current flowing through material and the potential required to drive that current
This relationship is described by
VIR
where is voltage in volts is the current in amperes and is the proportionality constant
Rearranging the equation to
gives resistance with the units of volts divided by amperes or ohms
The resistance of material is dependent not only on the property of the material but also the
geometry of the material Specifically longer travel path for the current or smaller cross-
sectional area would cause the resistance to increase The geometry-independent property used to
quantify the flow of electric current through material is resistivity given by
RA
where is the resistivity is the resistance is the cross-sectional area through which the
current flows and is the length of the current flow path With all length units expressed as
meters the units associated with resistivity are ohm-meters
3.2 Field Methods
For any two-dimensional resistivity survey series of electrodes is placed in the ground in
straight line with uniform spacing between electrodes Resistivity measurements are
accomplished by applying an electric current into the ground via two electrodes and
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
simultaneously measuring
the potential at two other electrodes Numerous configurations or
arrays of electrode placement are commonly employed each with unique data characteristics
For this study data were collected using the dipole-dipole array
and the pole-dipole array The
dipole-dipole array provides data of significantly higher resolution than the pole-dipole array
while the pole-dipole array provides data to greater depth
For the dipole-dipole array current is applied between to two electrodes current dipole
positioned predetermined distance apart distance The voltage across two other electrodes
potential dipole
is measured simultaneously with the applied current The electrodes in each
dipole are always spaced distance apart and the distance between the current dipole and the
voltage dipole
is always multiple of In the pole-dipole array
an additional electrode
the remote electrode is placed large distance from the line of electrodes current is applied
between the remote electrode and one within the main line of electrodes The latter is called the
local current electrode The voltage is measured across two other electrodes placed distance
apart The distance between the local current electrode and the voltage electrodes is always
multiple of To obtain apparent resistivity values the voltage and current measurements
are input into the following formula for dipole-dipole surveys
27cn1.n2.a
and the following formula for the pole-dipole array
p2ra.nnl
Resistivity data were collected using current of 50 milliamps with the Tigre 64 computerized
resistivity system manufactured by Allied Associates Ltd in Great Britain The resistivity meter
was connected via multi-conductor cable to electrodes placed in the ground Measurements
were initiated at one end of the line and incrementally moved through the electrodes until
readings had been taken at every position along the line The value of was then increased to add
additional resistivity readings at greater depths in the subsurface For each electrode
configuration in the array measurements were repeated minimum of two times or until the
error between measurements was less than or equal to five percent
Data for two resistivity lines were collected at the site Figure The orientations of the
resistivity lines were dictated by grading activities in the interior of the site such that the
resistivity lines had to be placed along the property boundaries to avoid the heavy machinery
Line was oriented east to west along the southern property boundary extending onto the
adjacent property to the west of the site Line was oriented from southeast to northwest along
the northern edge of Dunbar Street An electrode spacing of three meters 10 feet was used for
each line The electrodes were assigned unique identifier consisting of the line number
followed by dash and the electrode number For example the first electrode on Line is 1-1
the first electrode on Line is 2-1 etc The elevations of each electrode relative to an arbitrarydatumwereincorporatedintotheresistivitydatasothattheresistivitysectionsreflectthelocal
topographic relief The relative elevations were then adjusted to actual site elevations indicated
TS International
Resistivity Imaging Suney for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
on boring stakes which were adjacent to each line i.e Borings L-19 and L-2 at elevations
708.7 ft and 706.19 were adjacent to electrodes 1-17 and 2-26 Therefore the elevations of each
resistivity line reflect the actual elevations at the time of the survey
3.3 Inversion Modeling
The resistivity measurements on section are called apparent resistivities They may differ from
the actual resistivities because of passage through inhomogeneous materials and the distance of
travel through the media Therefore linear inversion techniques were applied to the data Linear
inversion modeling fits the measured data in the resistivity section to an earth model that may
represent the actual resistivities in the section The inversion modeling is completed by
calculating apparent resistivity from the earth model for comparison to the measured data If the
comparison is within reasonable limits the earth model can be accepted as an approximation of
subsurface conditions Details of the inversion process may be found in Lines and Treitel 1984
Loke and Barker 1995 and Loke and Barker 1996
Results and Recommendations
All mine tunnels are originally filled with air but once abandoned are subject to collapse and
infilling by soil and/or water Therefore these voids in the subsurface can be filled with air
water sediment or any combination of these Because water and moist sediment conduct
electrical current more readily than the surrounding bedrock voids filled with these materials
tend to be expressed as isolated low-resistivity anomalies Conversely air is an insulator so air-
filled voids tend to be expressed as isolated high-resistivity anomalies in contrast to
the
surrounding bedrock It should be noted that in some instances open-air voids which contain
large amount of moist clay or
sediment highly conductive materials may be expressed as low-
resistivity anomalies
Numerous low-resistivity and high-resistivity features were observed in the sections for each of
the lines Figures and Within the section for the dipole-dipole data of Line Figure
various closed-contoured low-resistivity anomalies are observed at depths ranging from
approximately 20 to 80 feet The resistivity values for these low-resistivity anomalies range from
as low as 0.28 Ohm-meters to approximately 16 Ohm-meters suggesting that they may represent
soil-and/or water-filled voids graphical representation of boring L-19 which is located near
electrode 1-17 and reported encountering evidence of mine workings passes through one of these
low-resistivity anomalies at an approximate depth of 45 feet
shallow low-resistivity anomaly is observed immediately outside of the fence beneath
electrode 1-37 This feature is coincident with small sinkhole observed at the ground surfaceThesinkholehadtheappearanceofsurfacecollapsefeature that often occurs when subsurface
piping results in loss of soil material that eventually ravels to the ground surface In the pole-dipole resistivity section this surface feature appears to be connected to the low-resistivity zones
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
to the east of it but this may be an artifact of the pole-dipoles lower resolution The higher-
resolution dipole-dipole section gives the appearance that this feature is isolated from the
adjacent low-resistivity features It is noteworthy that sewer manhole was observed
approximately 15 feet to the west of the manhole on the adjacent property It is possible that the
sinkhole is result of leakage from the sewer line that has created subsurface piping It is not
possible to determine the exact mechanism of this subsidence based on the resistivity results
large low-resistivity feature is observed on the eastern edge of the pole-dipole section This
feature is up-dip of the lode zone and the reported former mine workings As such it is located in
an area in which it would be unexpected to find abandoned mine works The contact between this
low resistivity feature and the high resistivities to the west of it dips at approximately the same
angle as the mapped rock foliations Therefore it is likely that this feature represents
mineralogical contact
In both the dipole-dipole and the pole-dipole sections for Line numerous low-resistivity
anomalies are observed However the low-resistivity features in Line display less of an
isolated bulls-eye character than those on Line Of particular interest is an isolated high-
resistivity anomaly beneath the vicinity of electrode 2-20 which may represent an air-filled void
Additionally the numerous low-resistivity anomalies in the surrounding vicinity may represent
soil-filled and/or saturated voids low-resistivity anomaly occurs at the bottom right edge of
the section that may represent possible deep void However at approximately 200 feet below
grade this is unlikely to pose threat to the structural integrity of any proposed buildings
To evaluate these interpretations we recommend that series of new borings be conducted
Along Line we recommend additional borings into the low-resistivity features beneath
electrode locations 1-12.5 halfway between flags 1-12 and 1-13 1-26 and 1-3 On Line we
recommend boring on the low-resistivity feature beneath electrode 2-34 and the high-resistivity
anomaly observed beneath 2-20
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
References
Lines L.R and Treitel 1984 review of least-squares inversion and its application to
geophysical problems Geophysical Prospecting Vol 32 Pages 159-186
Loke M.H and R.D Barker 1995 Least-squares deconvolution of apparent resistivity
pseudosections Geophysics Vol 60 No Pages 1682-1690
Loke M.H and R.D Barker 1996 Rapid least-squares inversion of apparent resistivity
pseudosections by quasi-Newton method Geophysical Prospecting Vol 44 No
Pages 131-152
TS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
Figures
ATS International
Resistivity Imaging Survey for Potential Abandoned Mine Workings at the Proposed Morehead Station Site Charlotte North Carolina
feet
1000 2000 3000 4000 5000
Report Title
7$InternationalResistivityImagingSurveyforPotentía
Abandoned Mine Workings at the
Advanced Technca ServicesProposedMoreheadStation Charlotte NC
107 LestGr SheetFigureSiteLocationmapChrissburgVA 24073
File Name Moretiead Station pt.ppt
540-382-0861
WWw.als-jritl.comDate9/12/07 Draftsman GMP
Engineeng Geology Hydrogeology GeophysicsATSProjectNumberP07-SQ
CoinpulerModeling Visuali2alion GIS
Scale inch 100 feet
50 100 150 200
feet
Report TtIe TS InternationalResistivityImagingSueyforPotential
Advanced Technca Servces
Abandoned Mine Workings at the
Proposed Morehead Station Charlotte
NC
Figure Locations of the two resistivity lines
Chnssbur VA 24073
107 Lester Street
File NameMorehead Station pt.ppt
ww ais-inticorn
540-302-8861
Date 9/12/07 Draftsman CMP
Cornpraer Modehng Vrsuahzation GIS
Engineering Geology 1-fydrogeology GeophysicsATSProjectNumberP07-50
em em em em em
1414 10440 150 400 mo 1140 315 545PI5oirn
West
East
surface Boring L-19
boundary
property subsidence
\1.16Lodezone\ence 1-32 472315
Property boundary
Line
Dipole-Dipole Array
Possible soil-filled or saturated voids
surface
subsidence
Boring L19 Property boundaryproperty
boundary
fence Lode zone 1-161-32 \472
Line
Pole-Dipole Array405514
Approximate dip
of foliations within
local bedrock
5005 5110 1010 100020540141505tiC3201 1201 2CC
RsrsItety in ohm
Scale inch 100 feet
50 100 150 200
feet
Report Title TS InternationalResistivityImagingSunfeyforPotential
Abandoned Mine Workings at the Figure Results of resistivity Line illustrating Advanced Technic ServicesProposedMoreheadStation Charlotte NC the data from the dipole-dipole array
and the 107 Lester Sheet
Christimrsbarg VA 24070FileNameMoreheadStationPt.PPt pole-dipole array
5403s2-8861
www.nts-ieticurnDate9/107 Draftsman CMP
Engineering Geology Hydrogeology GeophysicsATSProjectNumberP07-50 Computer Modeling
Visualization GIS
2-58 Boring B-5
7201
7130-k.0
$20-
too
t332
2.02 400 800 16.0 320 640 176 256
slwi1y ohm at
//
Possible soil-filled or saturated voids
2-58
720
703 00
LI
880
663
840
62-B
503
560
540
5213
5Q0 5685 5685
250 5.02 10.00 200 80.0 000 150 320
Psstttiidly to
50 100 150 200
feet
Report Title
Resistivity Imaging Survey for Potential TS International
Abandoned Mine Workings at the
Proposed Morehead Station Charlotte
NC Figure Results of resistivity Line illustrating Advanced Technica Services
the data from the dipole-dipole array and the pole-lOyLesterStrnot
Chriutiansburg VA 24073FileNarneMoreheadStationpt.ppt
www.ats-inU.comDate9/12/07 Draftsman CMP dipole array 545-382-8861
ATS Project Number P07-50
Engineering Geology Hydrogeology Geophysics
Computer Modeling Visualization GIg
Northwest
Possible air-filled tunnel
Boring L-2 Property boundaryLodezone
2-26 2-10
472 2-3
Southeast
Approximate dip
of
foliations within
Iocalbedrock
Boring 8-5
Boring L-2
Lode zone Property boundary
2-10
472 2-3
Line
Pole-Dipole Array
Possible deep void
Scale inch 100 feet
feet
Report Title 7$InternationalResistivityImagingSurveyforPotential
Abandoned Mine Workings at the Figure Locations of recommended additional Advanced Technica ServicesProposedMoreheadStation Charlotte NC borings at electrode locations 1-12.5 1-26 1-31
107 Lester Street
Christinsburg VA 24073FileNameMoreheadStationpt.ppt 2-20 and 2-34 540-382-8861
www.ats-intIcomDate9/12/07 Draftsman CMP
Eugineein Gcologv Hydrogeology GeophyskoATSProjectNumberP07-SQ Computer Modetmg Visualization GIS
50 100 150 200
Scale inch 100 feet
recommended additional boring
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