Clarkson St_Rpt of Preliminary Subsurface Exploration

SP Associates RA
neering surveying planning
RPQRT OFPREUMINARY
SIJIISJIU ACE EXPLORATION
WEST ENI DEVELOP ENT
CHARLOTTE NORTH CAROLINA
ESP PROJECT NO E4-UD42.300
Prepared For
Beazer Homes
1300 South Boulevard
Suite
Charlotte North Carolina 28203-4265
Prepared By
ESP Associates PA
372 Crornptoæ Street
Charlotte North Carolina 28273
May 30 2006
ESP Associates PA
engineering surveying planning
May 26 2006
Beazer Homes
1300 South Boulevard
Suite
CharlotteNorth Carolina 28203-4265
Attention Mr Kevin Holdenrid
Reference REPORT OF PRELIMINARY SUBSURFACE EXPLORATION
West End Development
Charlotte North Carolina
ESP Project No E4-UD42.300
Dear Mr Holdenrjd
ESP Associates P.A ESP has completed the preliminary subsurface exploration for the
proposed West End Development in Charlotte North Carolina This exploration sas performed
in general accordance with our Proposal No E4-06052 dated April 25 2006 Authorization to
proceed with this study was provided by written execution of our proposal by Mr Kevin
Holdenrid of Beazer Homes on May 12006
The purpose of the exploration was to evaluate the general subsurface conditions within select
site locations with regard to site development and preliminary desi and construction of the
foundation and pavement systems This report presents our findings conclusions and
recommendations for foundation design as well as construction considerations for the proposed
foundations and paved areas
P.O Box 7030 Charlone NC 28241 704 583-4949 Fax [phone]
www.espassocjates corn
Report of Subsurface Exploration
West End Development
ESP Project No E4-UD42.300
May 26 2006
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
Brian Welch PE
N.C Registration No 21
P.l FWjaj
opies SubnitteJ
ESP Associates P.A
Lii.
Project Manager
TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
1.2 PURPOSE OF SERVICES
2.0 EXPLORATION PROCEDURES
2.1 FIELD
3.0 SUBSURFACE CONDITIONS
3.1 PHYSIOGRAPHy AND AREA GEOLOGY
32 SUBSURFACE
33 SUBSURFACE WATER
40 CONCLUSIONS 4N1 RECOMMENDATIONS
41 GENERAL
42 SITE DEVELOPMENT
43 EXISTING FiLL
44 PRELIMINARy FOUNDATION SUPPORT 1045SEISMICDESIGNCATEGORY1246FLOORSLABS
1347PAVEMENTAREAS
1448CUTANDFILLSLOPES14
50 CONSTRUCTION CONSiDERATIONS 15
EXISTING UTILITIES
1552SITEPREPARATION
1653TEMPORARYEXCAVATIONSTABILITY1654DIFFICULTEXCAVATION
1755FILLMATERIALANDPLACEMENT1856SLOPINGOFBUILDINGPADS19
60 LIMITATIONS OF REPORT
19
APPENDIX
FIELD EXPLORATION PROCEDURES
BORING TEST PIT LOCATION PL AN FIGURE
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
TEST BORING RECORDS B-i THROUGH B-12TESTPITOBSERVATIONSRECORDSTP-1 THROUGH TP-14
RL7nrt /.Sll1.cur/icc E.vp1uitiin ES.P f-iicci iVo E.Li/42.$OO
JI.cj EiI I.tvcIojt
1A TROIL.Ji.FIOIN
LI SITE AN rRiJECT LESCR1PIRN
ftc proposed site consists of approximately 22.8 acres of kind located in Charlotte North Carolina
reference Boi-ing and Test Pit Location Plan Figure .At the time of our exploration the site
consisted of .J generally vacant gi-ass or gravelcovered lots The urea is bounded on the north
by \V Morehead Street to the south by Post Streei to the east 1w the intersection Morehead
and 1277 and to the west by the existing Duke Power building and newer
ommercia1 office huildir.g vlore specificafly the lots are listed as Tax Parcel 073252-1
07325210 07325209 07325601 0732502 07314105 portion of Parcel O3252l3
073252-07 073-255-01 and 07314201 Two single-story block buildings were observed in the
northern quadrant ol the intersection of Clarkson and Dunhar Streets Relief on the she is
estimated to be on the order of feet with the site generally sloping downward from southeast
to northwest storm water utility line traverses Parcel 0732 550 from soul to noril
through the parcel In general significant site grading appears to have taken place iii tile past
Based on our limited research and discussion \vitl the project learn we understand this site has
undergone multiple USeS in the past In the earls 900s it was reportedly developed as military
flousint 13v the mid to late 1900s it was reportedly developed tr manutactu ng and/ui
distribution uses Recently the site has been used as temporary parking primarily associated
with arolila Panthers fbothall games Very limited mtormation has been observed by ESP
Associates relative to demolition and/or construction relating to the properties current and/or past
use
We understand that plans are to construct residential development Consisting of multi-.faniilv
dwellings with associated roadways and infrastructure on the referenced property We anticipate
that the proposed structures will be moderately to lightly loaded structures with shallow
Ibundations and slabongrade and/or crawl space floor systems At the time our services
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
finished floor elevation FFE was not available 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 select
site areas with regard to the design and construction of foundation and pavement systems This
report presents
our findings conclusions and recommendations for foundation design as well as
construction considerations for the proposed foundations and paved areas This report also
contains brief description of the field testing procedures performed
for ths study and
discussion of the soil conditions encountered at the site
20 EXPLORATION PROCEDURES
21 FIELD
During preparation of our exploration plan ESP reviewed and has utilized the test results from
within the Mactec report titled Report of Preliminary Geotechrncal Exploration dated April 18
2005 Twelve 12 soil test bonngs Borings B-I through B-12 and fourteen 14 test pits TP-l
through TP-14 were performed by ESP at the approximate locations shown on the attached
Boring and Test Pit Location Plan Figure The bonng locations were approximated in the
field by representative of ESP using the prehmmary site plan provided by Beazer Homes The
test pit locations were selected by ESP and were field-located utilizing Garmm brand E-Trex
Global Positioning System device as well as existing site features The soil test borings were
extended to depths ranging between approximately 19 and 30 feet below the existEng ground
surface using truck-mounted CME 550X drill rig Hollow-stem continuous flight augers were
used to advance the borings into the ground The test pits were excavated to depths ranging
between and 20 feet below the existing ground surface using John Deere 135 trackhoe
Report of Subsurface Exploration ES Project No E4-UD42.300
West End Development May 30 2006
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 splitspoon soil samples were recovered
for soil classification and potential laboratory testing Water level measurements were attempted
at the termination of drilling and day after the termination of drilling brief description of
the field testing procedures is included in the Appendix
While in the field representative of the geotechnical engineer visually examined each boring
sample and the test pit excavations to evaluate the type of soil encountered soil plasticity
moisture copditiop 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 and Test Pit Observations
Records included in the Appendix Similar soils were grouped into strata on the boring
records The strata lines represent approximate boundaries between the soil types howe er the
actual transition between soil types in the field may be gradual in both the horizontal and vertical
directions
30 SUBSURFACE CONDITIONS
31 PHYSIOGRAPHy AND AREA GEOLOGY
The referenced property is located in Charlotte North Carolina which is in the Piedmont
Physiographic Province The Piedmont Province generally consists of hills and ridges that are
intertwmed with an established system of draws and streams The Piedmont Province is
predommately 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
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
The virgin soils encountered in this area are the residual product of in-place chemical weathering
of rock In areas not altered by 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
horizoptal 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
32 SUBSURJACE
Subsurface conditions as indicated by the bonngs generally consist of either grass gravel
crushed brick or asphalt underlain by fill or residual soils The residual soils have formed from
the weathering of the parent bedrock The generalized subsurface conditions at the site are
descnbed below For more detailed soil descnptions and stratifications at particular boring
location the respective Test Boring Record or Test Pit Observations Record should be
reviewed The Test Boring Records and Test Pit Observations Records are included in the
Appendix
Surface topsoil/grass layer approximately to inches thick was encountered at iBorings
B-9 and B-b An asphalt pavement and stone layer approximately 5/2 inches thick was
encountered in Boring B-3 gravel/crushed bnck layer ranging in thickness from to inches
was encountered at Borings B-I B-2 B-4 B-5 B-7 B-Il and 12
Fill Fill soils were encountered underlying the topsoil in Borings B-8 B-9 and B-b the
asphalt in Boring B-3 the gravel layers in Borings B-i B-2 B-4 B-5 B-7 B-li and B-12 and at
Report of Subsurface Exploration ESP Project No E4-UD42.300WestEndDevelopmentMay302006
the ground surface in Boring B-6 Fill soils including surficial layer of crushed stone were also
encountered in Test Pits TP-2 TP-3 TP-l0 and TP-1 In Borings B-2 B-3 B-4 B-5
B-6 and
B-10 stiff to very stiff silty lean clay soft to very stiff sandy silty clay with rock fragments
firm silty sandy clay soft clays and firm to very stiff sandy silt with rock fragments were
encountered to depths of 0.5 to feet
In Borings B-7 B-8 and B-9 and in Test Pits TP-2 TP-3
TP-10 and TP-1 construction debris
contammg varying amounts of concrete fragments bricks gravel concrete masonry umt CMU
blocks andlor organic material were encountered within the fill material to depths of to 14
feet Intermixed with the debris in these locations were layers of fill soils containing firm sandy
clay and loose to medium dense silty sand
Standard Penetration Resistances N-values in the fill ranged from to 19 blows per foot bpf
The fill material encountered at the site extended to depths ranging from approximately feet
to 14 feet below the existing ground surface In Test Pit TP-3 it was observed that trackhoe
refusal was encountered at approximately 14 feet below the existing elevation due to the
presence of buried brick and concrete foundation adjacent to Clarkson Street The fill material
could not be penetrated at this location Additional fill soils should be expected due to the
potential presence of other buried foundations and fill areas as well as backfill over
abandoned utility lines
Residuum Below the gravel in Bonng B-I and underlying the fill material in all of the
remaining boring locations residual soils were encountered The residuum generally onsists of
firm to very stiff silty clay stiff to very stiff sandy clay firm to hard sandy silt stiff to very stiff
sandy clayey silt and loose to very dense silty fine sand N-values in the residuum varied
between to 73 bpf With the exception of Borings B-2 B-3 and B-i all the borings were
terminated in residual soils at depths ranging between 20 and 25 feet below the existing ground
sufface
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
Below the ground surface in Test Pits TP-1 TP-4 through TP-8 and TP-12 through TP-14
residual soils were encountered Residual soils were also encountered underlying the fill
material encountered in Test Pits TP-2 and TP-l0 The residuum consisted of sandy silts
construction debris etc Test Pits TP-2 TP-5 TP-6 TP-8 and TP-l0 were terminated in residual
soils at depths ranging from 16 to 20 feet below the existing ground surface
Weathered Rock Within the residuum in Boring B-3 and underlying the residuum in Borings
B-2 and B-Il partially weathered rock PWR was encountered PWR is defined as residual
soils exhibiting N-values in excess of 100 bpf When sampled the PWR generally breaks down
to silty sand with rock fragments All three bonngs were terminated PWR at depths ranging
from approximately 18 to 19 feet below the existing ground surface
Below the ground surface Test Pit TP-9 the fill in TP-l and below the residual soils in Test
Pits TP-1 TP-4 TP-7 and TP-12 through TP-14 Weathered Rock WR was encountered WR
is defined as very dense residual soils that can generally be excavated using tra k-hce but
requires additional effort to do so When excavated the WR generally breaks down into silty
sands
Borings B-2 B-3 and B-I were terminated in the PWR at depths ranging from approximately
18 to 20 feet below the existing ground surface Test Pit TP-1l was terminated in the WR at
the maximum track-hoe extension depth of 20 feet below the existing elevation Tesi Pits TP-
TP-4 TP-7 TP-9 and TP-12 through TP-14 were terminated in the WR upon track-hoe refusal
at depths ranging between to 14 feet below the existing elevation Track-hoe refusall is defined
as material that could not be penetrated with the excavating equipment used on the project
Refusal material appeared to consist of very dense Weathered Rock or the top of parent bedrock
except as noted TP-3
AtJ.Hrl .Sithsuricc Exjloraiimi ESP 1rR ci ElI 11.12.
IJ.i Ed ivelij.niei ti 3O.2o
3-3 SUBSURFACE \VATER
Water level measurements were attempted in the borms at the termination ot dri 11mg and day
after the termination of drilling At termination water was ibservecl in Boring 1310 it 19.7 feet
below the existing ground surtitce The remainder ol the borings were dr at termination
Subsequent water levels measured at day indicated water was present in Borings B--.Bi and
BI at depths of 14.5 feet 14.5 feet and 12 feel i-espectivelv The remainder of he torings
were dry at day Hole cavein depths ranged between 15 and 22 feet below the exisi ing ground
surfItce Hole cavein may he an indication of aler present Subsurface water was riot relorted
in the borings pertorrned by others Subsurthee water levels tend to fluctuate with seasor.ai and
climatic variations as well as with some types ol construction operations Thereftre water may
be encountered during construction at depths not indicated during this study
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
Our .onc1usions and recommendations are based on the project infonnation previousi disusscd
and on the data obtained from the field testing rog.ram If the sirucwral loading geometry or
proposed building locations are changed or significantly differ irom those discussed or if
conditions are encountered during consiruction that differ from those encountered by time borings
requests the opportunity to review our recommendations based on the new inforiation and
make any necessary changes Additional evaluations may he approptiate once final grading
plans are available
Report of Subsuiface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
4.2 SITE DEVELOPMENT
The results of the field testing program aiid analyses indicate that the majority of the property
appears to be suitable for constructing lightly to moderately loaded structures provided the
following measures are considered
Borings B-2 B-3 11 and Test Pits TP-TP-4 TP-7
TP-9 and TP-l through TP-14
encountered partially weathered rock PWR or weathered rock WR at depths ranging
between and 18 feet below the existing ground surface Track-hoe refusal due to
WR was encountered withip Test Pits TP-l TP-TP-7 TP-9 and TP-12 through TP
14 at depths ranging from to 14 feet below the existing ground surface Based on
review of the previous geotechnical study performed
at the site Mactecs Bonngs B-l
B-3 B-4 B-5 B-6 B-7 B-9 and B-13 encountered auger refusal due to PWR at depths
ranging from to 24 feet below the existing ground surface We recommend that
the depth to the PWR WR and/oi test pit/auger refusal be considered when
establishing final grades and evaluating grading challenges
Fill soils were encountered in Bonngs B-2 through B-12 and in Test Pits IP-2 TP-3
TP-10 and TP-1 The fill extended to depths ranging between and 14 feet below
the existing ground surface It was observed that the fill material an these areas
contained debris consisting of bricks concrete CMU blocks and varying amounts
of organic material It should be noted that the fill material could not be penetrated in
Test Pit TP-3 due to the presence of concrete mass at 14 feet below the existing
elevation Based on information obtained from Mr Kevin Holdenrid with Beazer
Homes and our observations it appears that topographic elevations at the site have
changed considerably along the southern quadrant of the mtersection of Dunbar and
Clarkson Streets
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
Lower consistency residual soils N-values less than bpf were encountered in Boring
B-12 at depth of feet below the existing elevation The soft soils extended to
depth of approximately 14 feet below the existing ground surface We anticipate that
the approximate location of Boring B-12 will be in fill area These results should be
re-evaluated once site grading plan
is available We recommend that soft soils
encountered during grading
near final grades be stabilized or removed and replaced
with compacted structural fill The soft subgrade soils should be evaluated in the field
by representative of the geotechnical engineer using proofrolhng operations hand
auger borings and/or test pit excavations
An abandoned water line was discovered at Test Pit TP-11 at depth of approximately
feet below the existing elevation It is our understanding that the proposed site has
history of residential and commercial developments Because of this the presence of
other abandoned utility lines should be anticipated dunng grading operations Pipelines
provide path
for water movement which can cause soil erosion and voids in the
underlying subgrade soils Evaluation by the geotechrncal engineers representative
should be performed during grading
and construction operations to help reduce the
potential of such materials from directly underlying the building pavement or other
structures which could be affected by soil movement
43 EXISTING FILL
Results from the soil test borings performed
the site indicate that fill soils are present in
Borings B-2 through B-12 The fill extends to depths varying between to 13 feet below the
existing ground surface Standard Penetration Resistances N-values obtamed in the fill ranged
from to 19 bpf Similary fill soils were observed to be present in Test Pits TP-2 P-3 TP-10
and TP-l to depths varying between and 14 feet below the existing ground surface Based on
our visual observations of the split-spoon samples recovered and our test pit observations at
varying depths
and locations the fill encountered contained concentrated organics construction
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
debris and other deleterious materials intermixed with soil Please refer to the attached est
Boring Records and Test Pit Observations Records for more information
Concentrated organics bricks CMIJ blocks concrete and other construction debris were
observed in Test Pits TP-2 TP-3
TP-1O and TP-l1 and in Borings B-7 B-8 and B-9 However
due to the limited testing performed and the wide spacing of test pits and borings the possibility
of deleterious inclusions and variable density material in or under the existing fill is likely Since
the fill encountered contained organics soft lenses and trash construction debris excessive
settlement will likely result ii built upon causing building and slab on grade distiess Also
the presence of the existing fill beneath pavement areas presents nsk of increased settlement and
subsequently possible increased long term maintenance of the pavement areas These conditions
are not considered acceptable for buildings therefore
several options should be onsidered
These options may include relocate the buildings to other areas to bear on competent residual
soils remove the existing fill and replace with compacted suitable structural fill extend the
foundation through the existing fill to bear on competent residual soils or use of deep
foundations to support the structures
To reduce the risk imposed by the existing fill additional evaluations including additional
test pit excavations ground penetrating radar hand-auger borings with dynamic cone
penetroineter tests proofrolling and/or additional soil test borings could be performed to
further evaluate the character and continuity of the fill If the owner chooses to allow the
existing fill to remain in place beneath the pa ements thorough field evaluation should be
performed by representative of the geotechmcl engineer or senior soils techmciarr under his
direction at the time of construction
44 PRELIMINARY FOUNDATION SUPPORT
For satisfactory perfoance the foundation for any sthicture must satis independent
design criteria First it must have an acceptable factor of safety against bearing failure of the
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Report of Subsurface Exploration ESP Project No E4-UD42 300
West End Development May 30 2006
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 results of the soil test borings the proposed structures can be adequately supported
on
shallow foundations bearing on the low-plasticity residual soils andlor newly placed suitable
structural fill provided the site development site preparation and fill placement procedures outlined
in this report are implemented net allowable bearing pressure ranging between 2000 and 5000
pounds per square foot psf can be used for design of the foundations bearing on residual soils
Structural fill compacted to at least 95 percent of the soils Standaid Proctor maximum dry density
can be designed for an allow able bearing pressure ranging between 2000 and 3000 psf Specific
allowable beanng pressures per building can be evaluated once final plans are available
Old existing fill soils were encountered in Bormgs B-2 through B-12 and in Test Pits TP-2 TP-3
TP-l and TP-1 to depths ranging from feet to 14 feet below the existing elevation As
previously stated since portions of the fill material encountered contained orgamcs trash and
construction debris unacceptable settlement will likely result causing building distress Due to the
risk of mcreased settlement it is not considered acceptable for the foundations to bear upon the
existing fill materials containing the above materials Alternate foundation types as outlmed in
Section 43 should be considered for building support
Minimum wall and column footing dimensions of 18 and 24 inches respectively should be
mamtamed 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
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 within firmer residual soils and/or newly placed structural fill for the proposed structures
RLJrt Subsui-/ict Ephratio ES I1oJL1 E4 42.30i
IL.J EzJ DiiItpiniu /.i.i 2E
should be on the order of inch and 1/2 inch respectively This COnCluSion LS Contngent uptfl
cilnpliancc with the site repa ration and till placement iecommey.idations outlined in this report
4.5 SEISMIC DESIGN CATEGORY
Due to the difference in subgrade soil conditions observed at the site the area was divided ir to 1w
sections ljr seismic design category determination Parcels located West of Clarkson Street and
Pat-eels located tast ol Clarkson Street
West ol Clarkson Street
Based on the soil test horin2s performed at the site and our review of Section 61 and 616 of the
current building code Seismic Site Class and Seismic Design Category was identifed for
structural design The tUowing parameters were uliliied during our design category determination
based on Seismic Use Group II as outlined in the referenced building code
1.52 Si.s 0.534
2.25 S.11 0.309
S0.352 S5O.356
0.137 S1 0.206
t4ote Ssand were obtained fioin the 1996 USGS Seismic hazard Maps
If higher less restrictive seismic design category
is desired additional evaluation including shear
wave velocity testing can he performed to evaluat the potential Ibr an Lmproved design category
12
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
Eastern Side of Clarkson Street
Based on the soil test borings performed at the site and our review of Section 1615 and 1616 of the
current building code Seismic Site Class and Seismic Design Category was identified for
structural design The following parameters were utilized during our design category determination
based on Seismic Use Group II as outlined in the referenced building code
PA 1.20 SMS 0.422
F166 SMIO228
Ss0352 SDsO281
S10137 SDIO152
Note Ssand S1 were obtamed from the 1996 USGS Seismic Hazard Maps
If higher less restnctive seismic design category is desired additional evaluation includmg shear
wave velocity testing can be performed to evaluate the potential for an improved design category
46 FLOOR SLABS
Slab-on-grade floor systems can be adequately supported on low-plasticity residual soils or
newly placed structural fill provided the pieviously discussed site development issues are
addressed and the site preparation and fill placement procedures outlined this report are
implemented If the floor slabs are designed as typical slabs-on-grade they should be
completely isolated from the structural components to alIo independent movements of the slabs
and building foundations Slabs constructed above the unsuitable fill soils should be structurally
supported by the building foundation system
Immediately prior to constructing the floor slabs we recommend 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
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Report of Subsurface Exploration ESP Project No E4-UD42 300
West End Development May 30 2006
undercut and replaced with adequately compacted structural fill The proofrolling should be
observed by representative of the geotechnical engineer
4.7 PAVEMENT AREAS
We recommend that special care be given to providing adequate drainage away from pavement
areas to reduce infiltration of surface water to the base course and subgrade materials in these
areas This is very important on this site due to the presence of the silty soils If these materials
are allowed to become saturated during the life of the pavement section then there wiLl be
strength reduction of the materials that could result in reduced life of the pa rernent section All
water should be routed away from the pavement areas and adequate slopes provided to maintain
drainage off site Pavement areas should be proofrolled prior to placing structural fill and/or
base course Proofrolling procedures are outlined in subsequent sections of this report
As previously stated old fill soils containing trash construction debns and organic materials
were encountered in Test Pits TP-2 TP-3 TP-lO and TP-ll and Borings B-7 and B-9
The presence of the existing fill beneath pavement areas presents the risk of pre-mature distress
and subsequently possible increased long term maintenance of the pavement areas However if
the owner is willing to accept this risk in the paved areas the proposed parking may be partially
undercut and replaced with geotextile fabric Mirafi 500X or equivalent and suitable
compacted structural fill material It is recommended that the parking areas be further evaluated
and addressed on case-by-case basis dunng the grading process
48 CUT AND FILL SLOPES
For landscaping and mowmg concerns final project slopes should be designed to be honzontal
to vertical or flatter Slopes can generally be designed as steep as horizontal to vertical
however erosion and slope maintenance should be expected The tops and bases of all slopes
should be located minimum of 10 feet from structural and feet from pavement limits The fill
14
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development May 30 2006
slopes should be adequately compacted as outlined below and all slopes should be seeded and
maintained after construction
Retaining walls were not shown on the information provided to us and retaining wall analysis
was not apart of our scope of services However any retaining walls should be designed using
appropriate soil parameters based on the site conditions Also any walls designed must be
properly analyzed by the wall design engineer
with respect to global stability analysis
50 CONSTRUCTION CONSIDERATIONS
51 EXISTING UTILITIES
Based on review of the bonng location diagram provided
to us and our visual observations
dunng the subsurface exploration we understand that an underground storm water utility line
traverses the southern quadrant of the parcel located at the intersection of Clarkson and Dunbar
Streets Also an abandoned water line was discovered at Test Pit TP-11 located in the southern
quadrant of the intersection of Cedar and Dunbar Streets We recommend special care be taken
dunng site grading operations to reduce the likelihood of damage to the existing storm water
pipeline
Additionally all trench backfill matenal should be removed and the subgrade in all trench
excavations be evaluated by representative of the geotechnical engmeer pnor to backflhling
The subgrade evaluation should consist of visual observations probing with steel od andlor
performing hand auger bonngs with Dynamic Cone Penetrometer tests to evaluate their
suitability for receiving structural fill Once all trenches are evaluated and approved they should
be monitored and backfilled with adequately compacted structural fill compacted to minimum
of 95%of the Standard Proctor maximum dry density
value
15
/tpi/t 1.1/SulSur/cL E.i1I tin ES Irqjcii L42
Uc.i /-nc /rI/h1 _i1 20uc
5.2 SITE PREPARATION
ftc entire building and pavement areas should be stripped ol all topsoil organic soils soil near
surface soils trash debris and other organic materials to minimum of 10 feet he oud the
structural limits Upon completion of the strippng operations the exposed subgrade
in areas to
receive ill should be proofi-olled with loaded dump truck or simi1r pneumatic tired vehicle
ininunum loaded weight of 20 tons wider the observation ul representative of the
geotechnical engineer The proofrolhng procedures
should consist of tour complete p.sses of the
expoSed UfaS with two ul the passes being in directioii perpciiclictilar ti the preceding ones
\ftcr excavation of the site has been completed the exposed SUigrLldC ui cut areas should also he
prootrilled as ireviously described Any areas which deflect rut or pump excessively during
proofrolling or fail to improve sufficiently after successive passes should be undercut lo suitable
soils and replaced with structural fill
Within the existing till material organics hrick ..MU blocks curici-ele and oilier construction
debris were observed ni Test iits TP2 TP3 FE It and TP and in Borings 13--S and
Bu Due to the limited testing perfrnned and the vkle spacing of test pits and borings the
possibility of deleterious inclusions and variable density material in other areas of he site is
likel These materials should he removed from structural areas
5.3 TEMPOR-tRV EXCA VAF ION STABJLITV
Excavations greater than thur feet in depth shoud be sloped or shored in accordance \Vitl local
state and federal regulations including OSI IA tonstruclion Standard for Excaviions 29
CFR Part 1926 The contractor is usually solely responsible tbr site safety This infoma.ion is
rovided only as service and under no circums ances should ESP be assumed to he responsible
tbr construction site safety
Ii
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development Maj 30 2006
5.4 DIFFICULT EXCAVATION
Final site grades were not available during our analysis however it appears that Borings B-2 and
B-i may be located in potential fill areas The soils and PWR encountered at these borings
appear to be excavatable for mass grading Boring
B-3 encountered PWR that appears to be
excavatable to depth of approximately 16 feet below the existing ground elevation Shallow
depths to PWR were encountered at Test Pits TP-l TP-7 and TP-9 with trackhoe refusal
encountered at depths of feet feet and 3.5 feet respectively below the existing elevation
Blasting would likely be necessary in these areas in order to remove the material below the
depths of to feet below existing elevation in addition the borings performed by Mactee
indicate shallow PWR and alluvium
Based on the information obtained from our test pit observations it appears that partially
weathered rock lense extends from Test Pits TP-1 across Cedar Street to TP-7 and TP-9 Also
based on review of the Mactee report titled Report of Preliminary Geotechnical Exploration
partially weathered rock was encountered in Mactees Borings B-i through B-9 Based on this
information the PWR ridge appears to extend onward from the eastern portion of the site to the
central portion near Clarkson Street Blasting will likely be necessary to remove the material
below the refusal depths in this report and the borings by Mactee The remainder of the site
appears to consist of exeavatable soils
The depth to and thickness of PWR and rock lenses or seams can vary dramatically in short
distances and between boring locations therefoie PWR or bedrock may be encountered during
construction at locations or depths between boring locations not encountered during this
exploration
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
17
Report of Subsurface Exploratton ESP Project No E4-UD42.300
West End Development May 30 2006
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
fmding 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 OLflt out that our expenence indicates rock in weathered bouldei and
massive form vanes erratically in location and depth in the Piedmont Geologic Province which
contains Charlotte North Carolina Therefore there is always potential that thes matenals
could be encountered at shallow depths between the bonng locations
55 FILL MATERIAL AND PLACEMENT
All fill used for site grading operations should onsist of clean free of organics and debns
lower plasticity soil Plasticity Index lecs than 30 The proposed fill should have maximum
dry density of at least 90 pounds per i.ubic foot LIS 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
100 percent achieved at the surface We recommend that field density tests includmg one-point
Proctor venfication tests be performed on the fill as it is being placed
at frequency determined
by an expenenced geotechrncal engineer to verify the compaction entena
Based on our expenence and exploration of the project site the majonty of the residual soils
encountered appear suitable to use as structural fill If low urnt weight soils are encountered
during grading mixing with higher unit weight soils or increased compaction effort will be
required Based on the size of the gravel and crushed brick that we observed across several
18
Report of Subsurface Exploration ESP Project No E4-UD42.300
West End Development A/lay 30 2006
sections of the site these materials appear suitable for use as structural fill We anticipate that
some moisture conditioning of the on-site soils will be required if they are re-used as structural
fill
5.6 SLOPING OF BUILDING PADS
We recommend that all building pads be sloped at final grade to allow for drainage during
inclement weather The silty soils present at the site are extremely moisture sensitive If the pads
are not properly sloped at fmal subgrade inclement weather could result in excessive softening
of the subgrade soils
60 LIMITATIONS OF RJPORT
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 basea in part upon the data obtained
from the subsurface exploration The nature ard extent of vanations between the bonngs and
test pits will not be known until construction is underway If vanations 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
19
Report of Subswface Exploration ESP Project No E4-UD42 300
West End Development May 30 2006
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
20
FLELI EXPLORATION PROCEDURES
Soil Test Boring Twelve 12i soil test borings were drii led at the approximate loctflons shown
on the attached Borimr and Test Pit Location Plan with Site Vicimtv Map Fiwire Soil
sampling and penetration testing were performed in accordance with ASTM
The bot ings were advanced with hollowstem augers and at standard intervals soil samples
were obtained with standard 1.4inch 1.D 2inch O.D.splitrube sampler The sampler as
tirst seated six inches to penetrate any loose cuttings then driven an additional iot with
blows of 140pound hammer frilling 30 inches The number of hammer blows is ilesinakd the
Standard Penetration Resistance When properly evaluated the Standard Peneration
Resistances provide an index to soil strength relative density and abil itv to support Joiindations
Select portions of each soil sample were placed in sealed containers and taken to our oiIice
samples were examined by representative of the geotechnical engineer thr classificaion Tet
Boring Records arc auacliccl showing the soil descriptions and Standard Peneiration Reistances
Test Pits Fourteen 14 test pits were excav3ted at the approximate locations shown l.rI the
attached Boring and Test Pit Location Plan with Site Vicinity Map Figure The test pits
were excavated by John Deere 135 iraekhoe haing an approximate depth capability ot 20 feet
representative of the geotechriical engineer was present to observe excavation of the test pits
The soil excavated from the test pit was casiIied by rcpresentativL ol the geutechnical
engineer Summary of Test Pit Observations sheet giving the general soil stral gllDiiV is
included in the ppendi
BORING AND TEST PIT
LOCATION PLAN
PROJECT
WEST END
DEVELOPMENT
PROJECT LOCATION
ChaiIotte NC
CLIENT
BºzTer
lb
SHEET TITLE
THIS DRAWING IS INTENDED TO SHOWAPPROXIMATE
BORING LOCATIONS ONLY NO OTHER INFORMATION
IS EXPRESSED OR IMPLIED
LEGEND TO SOIL CLASSIFICATION
AND SYMBOLS
SOIL TYPES
Shown in Graphic Log
Asphalt Concrete Organic EEfl Sandy Silt
Eli Topsoil Sandy Claye Silt
Gravel fU Silty Sandy Clay
Sand Clayey Silty Clay
Silt Silty Sand Partially Weathered Rock
Clay Clayey Sand Cored Rock
SAMPLER TYPES CONSISTENCY OF COHESIVE SOILS
Shown in Samples Column STD PENETRATION
RESISTANCE
Shelby Tube CONSISTENCY BLOWS FOOT
Split Spoon Very Soft to
Soft 3to4
Rock Core
Firm to
No Recovery Stiff to 15
VGry Stiff 16 to
Hard 31 to 50
Very Hard Over 50
WATER LEVELS CONSISTENCY OF COHESIONLESS SOILS
Shown in Waler Level Column STD PENETRATION
RESISTANCE
Water Level at Termination of Boring CONSISTENCY BLOWS FOOT
Water Level Taken After 24 Hours Very Loose to
Loose to ID
thss of Drilling Water
Medium Dense 11 to 30
Hole Cave Dense 31 to 50
Very Dense Over 50
TERMS
Standard-The Number of Blows of 140 lb Hammer Falling 30 in Dynamic Cone The Number of Blows of 15 lb
Penetration Required to Drive 1.4 in l.D Split Spoon Sampler Foot Penetrometer Hammer Fa ling 20 in Required
Resistance N-Value As Specified in ASIM D-1 586 Test Data to Drive Cone Point 314 in
When Properly Evaluated it can
REC Total Length of Rock Recovered in the Core Barrel Divided be compared to the Standard
by the Total Length of the Core Run Times 100 expressed Penetration Resistance
as percentage
RQD Total Length of Sound Rock Segments Recovered that are
Longer Than or Equal to mechanical breaks included
ESP ASSOGIATES P.A
engtneerng urJ JIng piLnn%npDividedbythe Total Length of the Core Run Times 100
expressed as percentage
PAGE of
PROJECT West End Development
Charlotte North Carolina
TEST BORING RECORD B-I
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Anieridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 25 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
__j
SOIL DESCRIPTIO
STANDARD PENETRATION TEST DATAI-uJ-Blowstft
10 50 709
BRICK
13
15
13
10
20
25
30T
35
RESIDUUM Stiff Red Silty CLAY With Manganese
Stains
Stiff Brownish Tan Fine Sandy SILT With
Manganese Stains
Firm Light Blackish Tan Fine Sandy SILT With Mica
Boring was terminated at 25 feet Hole cave-in was
observed at 22 feet
20
CS
-J
I-
uc
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTIlESOILTYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES 372 crompton St
Charlotte NC 28273 704 504-1015
I-
th
CS
I-
PROJECT West End Development
Charlotte North Carolina
TEST BORING RECORD B-2
PROJECT No ELEVATION existing DRILLING METHOD NOTES -_________________
E4-UD42.300 ground eievation 2-114 ID Hollow stem Drilling services provided by Aniericirill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 19 FEET CME55
DATE DRILLED WATER LEVEL
05102/06 Dry TOB Dry day
Ui Ui STANDARD PENETRATION TEST DATA
IL
C1 00 SOIL DESCRIPTION Ui Blows/ft
10 30 50 709
STOMF RAS
FILL Firm Red Fine Sandy SILT
RESIDUUM Stiff Tan Fine Sandy SILT To Very Stiff
Medium Dense Tannish Yellow Silty Fine SAND
Whiteish Tan Silty SAND -\
10----
1-s
rMIILYivcMInu Rock When Sampled
BecomesVery Dense Whiteish Tan Silty Fine SAND
10
18
32
50/0.5
3010.4
10
15
20
25
30
Boring was terminated at 19 feet Hole cave-in was
observed at 15 feet
30
DEPTH MEASUREMENTS ARE SHOWN TO-ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOIL-TYPES ENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTI-t MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
ES Associates P.A
t5Xhtte.g.sunyi.j
372 Crompton St
Charlotte NC 28273 704 504-1015
PAGE of
PROJECT West End Development
Charlotte North Carolina
FILL Red Fine Sandy Silty CLAY With Pebbles
./
RESIDUUM Grayish Tan Fine Sandy SILT
RESIDUUM Tannish White Silty SAND With Rock
Fragments
TEST BORING RECORD B-3
PROJECT No ELEVATION existing DRILLING METHOD NOTES
-_______________
E4-U042.300 ground elevation 2-114 ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 18.7 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB 0.6 feet day
Lu Lu I-STANDARD PENETRATION TEST DATA
LLSOIL DESCRIPTION a-Liiw-
BIOW5/ft
10 30 50 7091
FILL Red Silty CLAY
\ASPHALT
\STONE BASE
PARTIALLY -jROCK When Sampled
Becomes Very Dense Grayish White Silty SAND
With Rock Fragments
1010
15
20
25
3QI
35
-in
16
60
50
73
iO/0.2
i..i.Y WEATHERED ROCK When Sampled
Becomes Very Dense Tan Silty SAND With Rock
Fragments
Boring was terminated at 18.7 feet Hole cave-in was
observed at 15 feet
15
I-
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 CrompionStQUANTITIES
Charlotte NC 28273 704 504-10151of1
t-j
Ct
PROJECT TEST BORING RECORD B-4
10
15-
20
West End Development
Charlotte North Carolina
PROJECT No ELEVATION existing DRILLING METHOD NOTES
-______________
E4-UD42.300 ground elevation 2-1/4 ID Hoflow stem Drilling services provided by Arneridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
LU LU I-STANDARD PENETRATiON TEST DATAQoSOIL DESCRIPTION i-LUuj Blowslft
10 30 50 709
STONE BASE
FILL Blackish Brown Fine Sandy SILT
FILL Red Silty CLAY
RESIDUUM Reddish Tan Fine Sandy Silty CLAY
Stiff Reddish Tan Fine Sandy SILT
10
15
17
13
13
20
14
33WhiteishBrownSiltySAND
25
to
-J
Boring was terminated at 20 feet Hole cave-in was
observed at 18 feet
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPES ENCOUNTERED AT THE BORING LOCATIONS 0tttot0
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 CrornptonSrQUANTITIES
Charlotte NC 28273 704 504-Jo/s
PAGE of
PROJECT West End Development
Charlotte North Carolina
RESIDUUM Very Soft Tan nish Yellow Fine Sandy
Clayey SILT
TEST BORING RECORD B-5
10
15
n_
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
It9 -4LULU STANDARD PENETRATION TEST DATASOIL DESCRIPTION LUw-Blowslft
_____10 30 50 7090
STONE BASE
FILL Tannish Red Fine Sandy SILT With Pebbles
Brownish Tan Fine Sandy SILT With Manganese
Stains
f1
tzI
19
15
16
13
11
11
10
15
20
25--
30
35
Boring was terminated at 20 feet Hole cave-in was
observed at 18 feet
Li
25
-J
I.-
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTREDAT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES 372 ronptoa St
Charlotte NC 28273 704 504-1015
PAGE of
PROJECT West End Development
Charlotte North Carolina
Whitesh Brown Ftne Sandy SILT
TEST BORING RECORD B-6
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Arneridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB 14.5 feet day
--i--I
I-STANDARD PENETRATION TEST DATASOIL DESCRIPTION I-
Blows/if
10 30 50 7091
FILL Tan Fine Sandy SILT With Gravel
RESIDUUM Tannish White Fine Sandy SILT
RESIDUUM Tannish Red Fine Sandy SILT With
Manganese Stains
10-
.4._
10
15
20
25
30
10
60
59
33
15
23
r.J
th
-j
jx
25
Boring was termnated at 20 feet Hole cave-in was
observed at 16 feet
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
8SPdssocjjes P.A
girng...ymg .pM..th.g
372 crompion St
Gharloue NC 28273 7041 504-1015
IACE of
PFOJECT West End Development TEST BORING RECORD B-7
Charlotte North Carolina
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground eevation 2-1/4 ID Hollow stem Drilling services provided by Arneridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
-.3
STANDARD PENETRATION TEST DATASOILDESCRIPTIONWjliiBlows/ft
10 30 50 709
-SOE BASE
FILL Orange Fine Sandy CLAY With Concrete
Fragments and Large Debris
10
7T FILL Olive Orange Fine Sandy CLAY
..j
rIIJuuuvI blackish Tan Silty SAND
11
10
32
Olive Orange Silty SAND With Rock Fragments
In
th
-j
I-
__
35---
boring was terminated at 20 feet Hole cave-rn was
observed at 16 feet
25
30
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
PAGE of
ES Associates P.4
sngisnig phI.
372 Grompton Si
Charlone NC 28273 704 504-1015
PROJECT West End Development
Charlotte North Carolina
FILL Gray Silty SAND With Rock Fragments arid
Large Debris
FILL Red Silty CLAY Wet
TEST BORING RECORD B-8
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATEDRILLED WATERLEVEL
05/02/06 Dry TOB Dry day
.1 STANDARD PENETRATION TEST DATA
.-SOIL DESCRIPTION Ui Blows/ft
---10 30 50 709
\TOPSOILIGRASSMAT
FILL Grayish White Silty SAND With Rock
Fragments arid Large Debris
10
15
nfl
RESIDUUM Yellowish Red Silty CLAY
Firm Orangeish Tan Fine Sandy SILT With Rock
Fragments
15
14
15
IiII
15
20Boringwasterminatedat20feetHolecave-in was
observed at 16 feet
25
30
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
35
PAGE of
--ESPAsocjateg P.AJn
372 Cronpton Sr
Char/cue NC 28273 704 504.1015
PROJECT West End Development
Chartotte North Carolina
FILL Reddish Brown Silty SAND With Concrete
Fragments and Large Debris
FILL Tan Fine Sandy SILT With Rock Fragments\nd Large Debris
FILL Red Silty CLAY
FILL Red Silty CLAY With Rock Fragments and
Large Debris
Tan Fine Sandy SILT With Mica
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTEREDAT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
TEST BORING RECORD B-9
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Arneridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 20 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
------
RIPTIONSOILDESC Lii Ui STANDARD PENETRATION TEST DATA Li
Blowsift-i
10 30 50 709
RESIDUUM Reddish Tan Fine Sandy Clayey SILT
12
17
10
15
20-
.25
30
35
27
35
th
.2
.4
-v-
20-__-
25
Boring was terminated at 20 feet Hole cave-in was
observed at 16 feet
372 Crompion St
Charlozie NC 28273 704 504-1015
PAGE TT
PROJECT West End Development
Charlotte North Carolina
TEST BORING RECORD B-b
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 25 FEET CME55
DATE DRILLED WATER LEVEL
05/02106 19.7 feet lOB 12.0 feet dayLD _l
SOIL DESCRIPTION STANDARD PENETRATION TEST DATA
Lii Bows/ft
Cl
10 30 50709
-.JOPSOIL/GRASSMAT
FILL Red Fine Sandy CLAY With Pebbles Wet
10
15
FILL Red Silty CLAY
RESIDUUM Orangeish Red Fine Sandy CLAY
Whiteish Tan Silty SAND
20
16
10
ray Fine Sandy SILT
-J
.4
Boring was terminated at 25 feet l-IIe cave-in was
observed at 20 feet
30
35_
ES Associates P.4
h.4
372 Croinpion St
Charlotte NC 28273 704 504-1015
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES ORQUANTITIES
I-Atit of
ci
ci
PROJECT West End Development
Charlotte North Carolina
TEST BORING RECORD B1
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4UD42.3O0 ground elevation 2-1/4 ID Hollow stem Drilling services provided by Arneridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 19.5 FEET CME55
DATE DRILLED WATER LEVEL
05102106 Dry TOB Dry day
STANDARD PENETRATION TEST DATA
LLSOIL DESCRIPTION
Blows/ft-J
10 30 50 709
15
10
11
16
50/0.5
-TONE BASE
FILL Red Silty Fine Sandy CLAY
RESIDUUM Reddish Brown Fine Sandy SILT
Yellowish Tan Fine Sandy SILT With Quartz
Fragments
PARTIALLY WEATHERED ROCK When Sampled
-...Bepmes Tan Silty SAND With Rock Fragments
Boring was terminated at 19.5 feet Hole cave-in was
observed at 17 feet
10
15
20
25
30
35
20
ci
iO
F-
--35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF 11 _4THESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 Crornpion StQUANTITIES
Charlotte NC 28273 704 504-10151of1
West End Development TEST BORING RECORD B-12
Charlotte North Carolina
PROJECT No ELEVATION existing DRILLING METHOD NOTES
E4-UD42.300 ground elevation 2.114 ID hollow stem Drilling services provided by Ameridrill
LOGGED BY BORING DEPTH DRILL RIG
Jennifer Payne 25 FEET CME55
DATE DRILLED WATER LEVEL
05/02/06 Dry TOB Dry day
I-10 .1
SOIL DESCRIPTION STANDARD PENETRATION TEST DATA
IL
uj Blows/ft
10 30 50709
-SjOrE BASE
FILL Red Silty CLAY With Mica
RESIDUUM Soft Orangeish Tan Fine Sandy SILT
WithMica
Yellowish White Fine Sandy SILT With Mica
20
10
17
25
PROJECT
RESIDUUM Red Clayey Fine Sandy SILT With Mica
10
15
20
Brownish White Fine Sandy SILT With Mica
HC
Boring was terminated at 25 feet Hole cavein was
observed at 22 feet
30
LI
1-
35 ________________________________________35
-J
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OFTHESOILTYPESENCOUNTERED AT THE BORING LOCATIONS
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR
LQUANTITIE5
ISFASSociatesF.A
372 Crompton St
Char1otte NC 28273 7041 504-10/5
PAGE of
TEST PIT OBSERVATION RECORDS
STRATIFICATION
DATE TEST LOCATION
DEPTH
FEET SOIL DESCRIPTION REMARKS
5/12/06 TP-1 0-2 PARTIALLY WEATHERED ROCK When sampled becomes
Tan Silty SAND
Test pit terminated upon track hoe refusal at feet
5/12106 TP-2
5-16
FILL Bricks and Construction Debris
RESIDUAL SOILS Tan Sandy SILT
Test pit terminated at 16 feet
5/12/06 TP-3 0-14 FILL Bricks and Concrete mixed with various soil types
Test pit terminated upon track hoe refusal at 14 feet
5/12/06 TP-4 0-13 RESIDUAL SOILS Tan Sandy SILT
Test pit terminated upon track hoe refusal at 13 feet
PROJECT
West End Development
CLIENT Beazer Homes LOCATION
Charlotte North Carolina
JOB NO
E4-JD42 300
TEST PIT OBSERVATION RECORDS
STRATIFICATION
DATE TEST LOCATION
DEPTH
FEET SOIL DESCRIPTION REMARKS
5/12/06 TP-5 20 RESIDUAL SOILS Tan Sandy SILT
Test pit terminated at 20 feet
5/12/06 TP-6 0-20 RESIDUAL SOILS Tan Sandy SILT
Test pit terminated at 20 feet
5/12/06 TP-7 0-RESIDUAL SOILS Tan Sandy SILT
Test pit terminated upon track hoe refusal at feet
5/12/06 TP-8 0-20 RESIDUAL SOILS Tan Sandy SILT
Test pit terminated at 20 feet
PROJECT
West End Development
CLIENT Beazer Homes LOGATION
Charlotte North Carolina
JOB NO
E4-UD42.300
TEST PIT OBSERVATION RECORDS
STRATIFICATION
DATE TEST LOCATION
DEPTH
FEET SOIL DESCRIPTION REMARKS
5/12/06 TP-9 3.5 RESIDUAL SOILS Red Sandy SILT
Test pit terminated upon track hoe refusal at 3.5 feet
5/12/06 TP-10
-20
FILL Organics/Concrete/Bricks
RESIDUAL SOILS Red Sandy SILT
Test pit terminated at 20 feet
5/12/06 TP-1
6-20
FILL Old Water Line and Various Soil Types
PARTIALLY WEATHERED ROCK When sampled becomes
Tan Silty SAND with rock fragments
Test pit terminated at 20 feet
5/12/06 TP-12 0-1.5
1.5 11
RESIDUAL SOILS Red Sandy SILT
PARTIALLY WEATHERED ROCK When sampled becomes
Tan Silty SAND with rock fragments
Test pit terminated upon track hoe refusal at 11 feet
PROJECT
West End Development
CLIENT Beazer Homes LOCATION
Charlotte North Carolina
JOB NO
E4-U D42.300
TEST PIT OBSERVATION RECORDS
STRATIFICATION
DATE TEST LOCATION
DEPTH
FEET SOIL DESCRIPTION REMARKS
5/12/06 TP-13 0-3
3-13
RESIDUAL SOILS Red Sandy SILT
PARTIALLY WEATHERED ROCK
When sampled becomes
Tan Silty SAND
Test pit terminated upon track hoe refusal at 13 feet
5/12/06 TP-14 0-2.5
2.5 14
RESIDUAL SOILS Red Sandy SILT
PARTIALLY WEATHERED ROCK When sampled becomes
Tan Silty SAND
Test pit terminated upon track hoe refusal at 14 feet
PROJECT
West End Development
CLIENT Beazer Homes LOCATION
Charlotte North Carolina
JOB NO
E4-UD42.300